department of general services - | mpdc · a. provide temporary erosion and sedimentation control...

GOVERNMENT OF THE DISTRICT OF COLUMBIA

DEPARTMENT OF GENERAL SERVICES

CAPITAL CONSTRUCTION SERVICES

SPECIFICATIONS Final Submission

INVITATION NO. DCAM-14CS-0093

PROJECT NAME:

ENGINE COMPANY 15 TRAINING AREA RENOVATION

PROJECT LOCATION:

2101 14TH STREET, SE WASHINGTON, D.C. 20020

Engine Company 15, Training Area Renovation 2101 14th Street SE, Washington, DC 20020 Final Submission

Delon Hampton & Assciates, Chartered Civil Specification List

Specification List

SECTION 311000 - SITE CLEARING

SECTION 312000 - EARTH MOVING SECTION 315000 - EXCAVATION SUPPORT AND PROTECTION

SECTION 321313 - CONCRETE PAVING

SECTION 321373 - CONCRETE PAVING JOINT SEALANTS

SECTION 329300 - PLANTS

SECTION 330500 - COMMON WORK RESULTS FOR UTILITIES

SECTION 334100 - STORM UTILITY DRAINAGE PIPING

ELECTRICAL SPECIAL PROVISIONS AND ATTACHMENTS

Engine Company 15, Training Area Renovation 9/27/2013 2101 14th Street SE, Washington, DC 20020 Final Submission

SITE CLEARING 311000 - 1

SECTION 311000 - SITE CLEARING

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY

A. This Section includes the following:

1. Protecting existing trees and shrubs to remain. 2. Removing existing trees, shrubs, groundcovers, plants and grass. 3. Clearing and grubbing. 4. Stripping and stockpiling topsoil. 5. Removing above- and below-grade site improvements. 6. Disconnecting, capping or sealing, and removing site utilities. 7. Temporary erosion and sedimentation control measures.

B. Related Sections include the following: 1. Division 01 Section "Temporary Facilities" for temporary utilities, temporary construction

and support facilities, temporary security and protection facilities, and temporary erosion and sedimentation control procedures.

2. Division 01 Section "Field Engineering" for verifying utility locations and for recording field measurements.

3. Division 02 Section "Structure Demolition" for demolition of buildings, structures, and site improvements.

4. Division 31 Section "Earth Moving" for soil materials, excavating, backfilling, and site grading.

1.3 DEFINITIONS

A. Topsoil: Natural or cultivated surface-soil layer containing organic matter and sand, silt, and clay particles; friable, pervious, and black or a darker shade of brown, gray, or red than underlying subsoil; reasonably free of subsoil, clay lumps, gravel, and other objects more than 2 inches in diameter; and free of subsoil and weeds, roots, toxic materials, or other non-soil materials.

B. Tree Protection Zone: Area surrounding individual trees or groups of trees to be protected during construction, and defined by the drip line of individual trees or the perimeter drip line of groups of trees, unless otherwise indicated.

1.4 MATERIAL OWNERSHIP



A. Except for stripped topsoil or other materials indicated to remain Owner's property, cleared materials shall become Contractor's property and shall be removed from Project site.

1.5 SUBMITTALS

A. Photographs or videotape, sufficiently detailed, of existing conditions of trees and plantings, adjoining construction, and site improvements that might be misconstrued as damage caused by site clearing.

B. Record drawings, according to Division 01 Section "Project Record Documents," identifying and accurately locating capped utilities and other subsurface structural, electrical, and mechanical conditions.

1.6 QUALITY ASSURANCE

A. Preinstallation Conference: Conduct conference at Project site to comply with requirements in Division 01 Section "Project Meetings."

1.7 PROJECT CONDITIONS

A. Traffic: Minimize interference with adjoining roads, streets, walks, and other adjacent occupied or used facilities during site-clearing operations.

1. Do not close or obstruct streets, walks, or other adjacent occupied or used facilities without permission from Owner and authorities having jurisdiction.

2. Provide alternate routes around closed or obstructed traffic ways if required by authorities having jurisdiction.

B. Improvements on Adjoining Property: Authority for performing site clearing indicated on property adjoining Owner's property will be obtained by Owner before award of Contract.

1. Do not proceed with work on adjoining property until directed by Architect.

C. Salvable Improvements: Carefully remove items indicated to be salvaged and store on Owner's premises where indicated.

D. Utility Locator Service: Contractor shall hire an independent utility locator service to verify all existing subsurface utility locations prior to the start of any demolition work.

E. Do not commence site clearing operations until temporary erosion and sedimentation control measures are in place.

PART 2 - PRODUCTS

2.1 SOIL MATERIALS



A. Satisfactory Soil Materials: Requirements for satisfactory soil materials are specified in Division 31 Section "Earth Moving."

1. Obtain approved borrow soil materials off-site when satisfactory soil materials are not available on-site.

PART 3 - EXECUTION

3.1 PREPARATION

A. Protect and maintain benchmarks and survey control points from disturbance during construction.

B. Locate and clearly flag trees and vegetation to remain or to be relocated.

C. Protect existing site improvements to remain from damage during construction.

1. Restore damaged improvements to their original condition, as acceptable to Owner.

3.2 TEMPORARY EROSION AND SEDIMENTATION CONTROL

A. Provide temporary erosion and sedimentation control measures to prevent soil erosion and discharge of soil-bearing water runoff or airborne dust to adjacent properties and walkways, according to requirements of authorities having jurisdiction and the approved sediment and erosion control drawings.

B. Inspect, repair, and maintain erosion and sedimentation control measures during construction until permanent vegetation has been established.

C. Remove erosion and sedimentation controls and restore and stabilize areas disturbed during removal.

3.3 TREE PROTECTION

A. Erect and maintain temporary fencing around tree protection zones before starting site clearing. Remove fence when construction is complete.

1. Do not store construction materials, debris, or excavated material within fenced area. 2. Do not permit vehicles, equipment, or foot traffic within fenced area. 3. Maintain fenced area free of weeds and trash.

B. Do not excavate within tree protection zones, unless otherwise indicated.

C. Where excavation for new construction is required within tree protection zones, hand clear and excavate to minimize damage to root systems. Use narrow-tine spading forks, comb soil to expose roots, and cleanly cut roots as close to excavation as possible.



1. Cover exposed roots with burlap and water regularly. 2. Temporarily support and protect roots from damage until they are permanently redirected

and covered with soil. 3. Coat cut faces of roots more than 1-1/2 inches in diameter with an emulsified asphalt or

other approved coating formulated for use on damaged plant tissues. 4. Backfill with soil as soon as possible.

D. Repair or replace trees and vegetation indicated to remain that are damaged by construction operations, in a manner approved by Architect.

1. Employ an arborist, licensed in jurisdiction where Project is located, to submit details of proposed repairs and to repair damage to trees and shrubs.

2. Replace trees that cannot be repaired and restored to full-growth status, as determined by Architect.

3.4 UTILITIES

A. Owner will arrange for disconnecting and sealing indicated utilities that serve existing structures before site clearing, when requested by Contractor.

1. Verify that utilities have been disconnected and capped before proceeding with site clearing.

B. Locate, identify, disconnect, and seal or cap off utilities indicated to be removed.

1. Arrange with utility companies to shut off indicated utilities. Cut and cap any remaining services not previously disconnected by others.

C. Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary utility services according to requirements indicated:

1. Notify Architect not less than fourteen days in advance of proposed utility interruptions. 2. Do not proceed with utility interruptions without Architect's written permission.

D. Excavate for and remove underground utilities indicated to be removed.

3.5 CLEARING AND GRUBBING

A. Remove obstructions, trees, shrubs, grass, and other vegetation to permit installation of new construction.

1. Do not remove trees, shrubs, and other vegetation indicated to remain or to be relocated. 2. Cut minor roots and branches of trees indicated to remain in a clean and careful manner

where such roots and branches obstruct installation of new construction. 3. Grind stumps and remove roots, obstructions, and debris extending to a depth of 18 inches

below exposed subgrade. 4. Use only hand methods for grubbing within tree protection zone.



5. Chip removed tree branches and dispose of off-site.

B. Fill depressions caused by clearing and grubbing operations with satisfactory soil material unless further excavation or earthwork is indicated.

1. Place fill material in horizontal layers not exceeding a loose depth of 8 inches, and compact each layer to a density equal to adjacent original ground.

3.6 TOPSOIL STRIPPING

A. Remove sod and grass before stripping topsoil.

B. Strip topsoil to whatever depths are encountered in a manner to prevent intermingling with underlying subsoil or other waste materials.

1. Remove subsoil and nonsoil materials from topsoil, including trash, debris, weeds, roots, and other waste materials.

C. Stockpile topsoil materials away from edge of excavations without intermixing with subsoil. Grade and shape stockpiles to drain surface water. Cover to prevent windblown dust.

1. Limit height of topsoil stockpiles to 72 inches. 2. Do not stockpile topsoil within tree protection zones. 3. Dispose of excess topsoil as specified for waste material disposal. 4. Stockpile surplus topsoil to allow for respreading deeper topsoil.

3.7 SITE IMPROVEMENTS

A. Remove existing above- and below-grade improvements as indicated and as necessary to facilitate new construction.

B. Remove slabs, paving, curbs, gutters, foundations, slabs, footings and aggregate base as indicated.

1. Unless existing full-depth joints coincide with line of demolition, neatly saw-cut length of existing pavement to remain before removing existing pavement. Saw-cut faces vertically.

2. Paint cut ends of steel reinforcement in concrete to remain to prevent corrosion.

3.8 DISPOSAL

A. Disposal: Remove surplus soil material, unsuitable topsoil, obstructions, demolished materials, and waste materials including trash and debris, and legally dispose of them off Owner's property.

1. Separate recyclable materials produced during site clearing from other nonrecyclable materials. Store or stockpile without intermixing with other materials and transport them to recycling facilities.



END OF SECTION 311000

DC FEMS Engine Company #15 2/14/2013 Repair Concrete Parking Lot 100% Submission Washington, DC

EARTH MOVING 312000 - 1

SECTION 312000 - EARTH MOVING

PART 1 - GENERAL



1.2 SUMMARY


1. Preparing subgrades for slabs-on-grade, walks and pavements. 2. Excavating and backfilling for buildings and structures. 3. Excavating and backfilling for utility trenches. 4. Excavating and backfilling trenches for buried mechanical and electrical utilities and pits

for buried utility structures.

B. Related Sections include the following:

1. Division 01 Section "Contract Requirements” and “Photographic Documentation" for recording preexcavation and earthwork progress.

2. Division 01 Section "Temporary Facilities" for temporary controls, utilities, and support facilities.

3. Division 31 Section "Site Clearing" for temporary erosion and sedimentation control measures, site stripping, grubbing, stripping and stockpiling topsoil, and removal of above- and below-grade improvements and utilities.

4. Division 31 Section "Dewatering" for lowering and disposing of ground water during construction.

5. Division 31 Section "Excavation Support and Protection" for shoring, bracing, and sheet piling of excavations.

1.3 UNIT PRICES

A. Unit prices for earthwork are included in Division 01 Section "Unit Prices."

B. Quantity allowances for earthwork are included in Division 01 Section "Allowances."

1.4 DEFINITIONS

A. Backfill: Soil material or controlled low-strength material used to fill an excavation.

1. Initial Backfill: Backfill placed beside and over pipe in a trench, including haunches to support sides of pipe.



2. Final Backfill: Backfill placed over initial backfill to fill a trench.

B. Base Course: Course placed between the sub base course and hot-mix asphalt paving.

C. Bedding Course: Course placed over the excavated subgrade in a trench before laying pipe.

D. Borrow Soil: Satisfactory soil imported from off-site for use as fill or backfill.

E. Drainage Course: Course supporting the slab-on-grade that also minimizes upward capillary flow of pore water.

F. Excavation: Removal of material encountered above subgrade elevations and to lines and dimensions indicated.

1. Authorized Additional Excavation: Excavation below subgrade elevations or beyond indicated lines and dimensions as directed by Architect. Authorized additional excavation and replacement material will be paid for according to Contract provisions for changes in the Work.

2. Bulk Excavation: Excavation more than 10 feet in width and more than 30 feet in length. 3. Unauthorized Excavation: Excavation below subgrade elevations or beyond indicated

lines and dimensions without direction by Architect. Unauthorized excavation, as well as remedial work directed by Architect, shall be without additional compensation.

G. Fill: Soil materials used to raise existing grades.

H. Rock: Rock material in beds, ledges, unstratified masses, conglomerate deposits, and boulders of rock material 3/4 cu. yd. or more in volume that exceed a standard penetration resistance of 100 blows/2 inches when tested by an independent geotechnical testing agency, according to ASTM D 1586.

I. Structures: Buildings, footings, foundations, retaining walls, slabs, tanks, curbs, mechanical and electrical appurtenances, or other man-made stationary features constructed above or below the ground surface.

J. Subbase Course: Course placed between the subgrade and base course for hot-mix asphalt pavement, or course placed between the subgrade and a cement concrete pavement or a cement concrete or hot-mix asphalt walk.

K. Subgrade: Surface or elevation remaining after completing excavation, or top surface of a fill or backfill immediately below subbase, drainage fill, or topsoil materials.

L. Utilities: On-site underground pipes, conduits, ducts, and cables, as well as underground services within buildings.

1.5 SUBMITTALS

A. Product Data: For the following:

1. Each type of plastic warning tape.



2. Geotextile. 3. Controlled low-strength material, including design mixture.

B. Samples: 12-by-12-inch Sample of separation geotextile.

C. Material Test Reports: From a qualified testing agency indicating and interpreting test results for compliance of the following with requirements indicated:

1. Classification according to ASTM D 2487 of each on-site and borrow soil material proposed for fill and backfill.

2. Laboratory compaction curve according to ASTM D 1557 for each on-site and borrow soil material proposed for fill and backfill.

D. Preexcavation Photographs or Videotape: Show existing conditions of adjoining construction and site improvements, including finish surfaces that might be misconstrued as damage caused by earthwork operations. Submit before earthwork begins.


A. Geotechnical Testing Agency Qualifications: Contractor shall employ independent testing agency qualified according to ASTM E 329 to conduct soil materials and rock-definition testing, as documented according to ASTM D 3740 and ASTM E 548.

B. Preexcavation Conference: Conduct conference at Project site to comply with requirements in Division 01 Section "Project Management and Coordination."


A. Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others unless permitted in writing by Architect and then only after arranging to provide temporary utility services according to requirements indicated.

1. Notify Architect not less than fourteen days in advance of proposed utility interruptions. 2. Do not proceed with utility interruptions without Architect's written permission. 3. Contact utility-locator service for area where Project is located before excavating.

B. Demolish and completely remove from site existing underground utilities indicated to be removed. Coordinate with utility companies to shut off services if lines are active.

PART 2 - PRODUCTS

2.1 SOIL MATERIALS

A. General: Provide borrow soil materials when sufficient satisfactory soil materials are not available from excavations.



B. Satisfactory Soils: ASTM D 2487 Soil Classification Groups GW, GP, GM, SW, SP, and SM, or a combination of these groups; free of rock or gravel larger than 3 inches in any dimension, debris, waste, frozen materials, vegetation, and other deleterious matter.

C. Unsatisfactory Soils: Soil Classification Groups GC, SC, CL, ML, OL, CH, MH, OH, and PT according to ASTM D 2487, or a combination of these groups.

1. Unsatisfactory soils also include satisfactory soils not maintained within 2 percent of optimum moisture content at time of compaction.

D. Subbase Material: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least 90 percent passing a 1-1/2-inch sieve and not more than 12 percent passing a No. 200 sieve.

E. Base Course: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least 95 percent passing a 1-1/2-inch sieve and not more than 8 percent passing a No. 200 sieve.

F. Engineered Fill: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least 90 percent passing a 1-1/2-inch sieve and not more than 12 percent passing a No. 200 sieve.

G. Bedding Course: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; except with 100 percent passing a 1-inch sieve and not more than 8 percent passing a No. 200 sieve.

H. Drainage Course: Narrowly graded mixture of crushed stone, or crushed or uncrushed gravel; ASTM D 448; coarse-aggregate grading Size 57; with 100 percent passing a 1-1/2-inch sieve and 0 to 5 percent passing a No. 8 sieve.

I. Filter Material: Narrowly graded mixture of natural or crushed gravel, or crushed stone and natural sand; ASTM D 448; coarse-aggregate grading Size 67; with 100 percent passing a 1-inch sieve and 0 to 5 percent passing a No. 4 sieve.

J. Sand: ASTM C 33; fine aggregate, natural, or manufactured sand.

K. Impervious Fill: Clayey gravel and sand mixture capable of compacting to a dense state.

2.2 GEOTEXTILES

A. Subsurface Drainage Geotextile: Nonwoven needle-punched geotextile, manufactured for subsurface drainage applications, made from polyolefins or polyesters; with elongation greater than 50 percent; complying with AASHTO M 288 and the following, measured per test methods referenced:

1. Survivability: Class 2; AASHTO M 288. 2. Grab Tensile Strength: 157 lbf; ASTM D 4632. 3. Sewn Seam Strength: 142 lbf; ASTM D 4632. 4. Tear Strength: 56 lbf; ASTM D 4533.



5. Puncture Strength: 56 lbf; ASTM D 4833. 6. Apparent Opening Size: No. 40 sieve, maximum; ASTM D 4751. 7. Permittivity: [0.5] [0.2] [0.1] per second, minimum; ASTM D 4491. 8. UV Stability: 50 percent after 500 hours' exposure; ASTM D 4355.

B. Separation Geotextile: Woven geotextile fabric, manufactured for separation applications, made from polyolefins or polyesters; with elongation less than 50 percent; complying with AASHTO M 288 and the following, measured per test methods referenced:

1. Survivability: Class 2; AASHTO M 288. 2. Grab Tensile Strength: 247 lbf; ASTM D 4632. 3. Sewn Seam Strength: 222 lbf; ASTM D 4632. 4. Tear Strength: 90 lbf; ASTM D 4533. 5. Puncture Strength: 90 lbf; ASTM D 4833. 6. Apparent Opening Size: No. 60 sieve, maximum; ASTM D 4751. 7. Permittivity: 0.02 per second, minimum; ASTM D 4491. 8. UV Stability: 50 percent after 500 hours' exposure; ASTM D 4355.

2.3 ACCESSORIES

A. Warning Tape: Acid- and alkali-resistant polyethylene film warning tape manufactured for marking and identifying underground utilities, 6 inches wide and 4 mils thick, continuously inscribed with a description of the utility; colored as follows:

B. Detectable Warning Tape: Acid- and alkali-resistant polyethylene film warning tape manufactured for marking and identifying underground utilities, a minimum of 6 inches wide and 4 mils thick, continuously inscribed with a description of the utility, with metallic core encased in a protective jacket for corrosion protection, detectable by metal detector when tape is buried up to 30 inches deep; colored as follows:

1. Red: Electric. 2. Yellow: Gas, oil, steam, and dangerous materials. 3. Orange: Telephone and other communications. 4. Blue: Water systems. 5. Green: Sewer systems.

PART 3 - EXECUTION

3.1 PREPARATION

A. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by earthwork operations.

B. Preparation of subgrade for earthwork operations including removal of vegetation, topsoil, debris, obstructions, and deleterious materials from ground surface is specified in Division 31 Section "Site Clearing."



C. Protect and maintain erosion and sedimentation controls, which are specified in Division 31 Section "Site Clearing," during earthwork operations.

D. Provide protective insulating materials to protect subgrades and foundation soils against freezing temperatures or frost.

3.2 DEWATERING

A. Prevent surface water and ground water from entering excavations, from ponding on prepared subgrades, and from flooding Project site and surrounding area.

B. Protect subgrades from softening, undermining, washout, and damage by rain or water accumulation.

1. Reroute surface water runoff away from excavated areas. Do not allow water to accumulate in excavations. Do not use excavated trenches as temporary drainage ditches.

2. Install a dewatering system, specified in Division 31 Section "Dewatering," to keep subgrades dry and convey ground water away from excavations. Maintain until dewatering is no longer required.

3.3 EXPLOSIVES

A. Explosives: Do not use explosives.

3.4 EXCAVATION, GENERAL

A. Unclassified Excavation: Excavate to subgrade elevations regardless of the character of surface and subsurface conditions encountered. Unclassified excavated materials may include rock, soil materials, and obstructions. No changes in the Contract Sum or the Contract Time will be authorized for rock excavation or removal of obstructions.

1. If excavated materials intended for fill and backfill include unsatisfactory soil materials and rock, replace with satisfactory soil materials.

3.5 EXCAVATION FOR STRUCTURES

A. Excavate to indicated elevations and dimensions within a tolerance of plus or minus 1 inch. If applicable, extend excavations a sufficient distance from structures for placing and removing concrete formwork, for installing services and other construction, and for inspections.

1. Excavations for Footings and Foundations: Do not disturb bottom of excavation. Excavate by hand to final grade just before placing concrete reinforcement. Trim bottoms to required lines and grades to leave solid base to receive other work.

2. Pile Foundations: Stop excavations 6 to 12 inches above bottom of pile cap before piles are placed. After piles have been driven, remove loose and displaced material. Excavate to final grade, leaving solid base to receive concrete pile caps.



3. Excavation for Underground Tanks, Basins, and Mechanical or Electrical Utility Structures: Excavate to elevations and dimensions indicated within a tolerance of plus or minus 1 inch. Do not disturb bottom of excavations intended as bearing surfaces.

4. Pile in vicinity of WASA large diameter plans: Piles shall be pre-augered to below invert elevation of existing pipe before pile driving will be allowed.

3.6 EXCAVATION FOR WALKS AND PAVEMENTS

A. Excavate surfaces under walks and pavements to indicated lines, cross sections, elevations, and subgrades.

3.7 EXCAVATION FOR UTILITY TRENCHES

A. Excavate trenches to indicated gradients, lines, depths, and elevations.

1. Beyond building perimeter, excavate trenches to allow installation of top of pipe below frost line.

B. Excavate trenches to uniform widths to provide the following clearance on each side of pipe or conduit. Excavate trench walls vertically from trench bottom to 12 inches higher than top of pipe or conduit, unless otherwise indicated.

1. Clearance: 12 inches each side of pipe or conduit.

C. Trench Bottoms: Excavate and shape trench bottoms to provide uniform bearing and support of pipes and conduit. Shape subgrade to provide continuous support for bells, joints, and barrels of pipes and for joints, fittings, and bodies of conduits. Remove projecting stones and sharp objects along trench subgrade.

1. For pipes and conduit less than 6 inches in nominal diameter and flat-bottomed, multiple-duct conduit units, hand-excavate trench bottoms and support pipe and conduit on an undisturbed subgrade.

2. For pipes and conduit 6 inches or larger in nominal diameter, shape bottom of trench to support bottom 90 degrees of pipe circumference. Fill depressions with tamped sand backfill.

3. Excavate trenches 6 inches deeper than elevation required in rock or other unyielding bearing material to allow for bedding course.

3.8 SUBGRADE INSPECTION

A. Notify Architect when excavations have reached required subgrade.

B. If Architect determines that unsatisfactory soil is present, continue excavation and replace with compacted backfill or fill material as directed.



C. Proof-roll subgrade below the building slabs and pavements with heavy pneumatic-tired equipment to identify soft pockets and areas of excess yielding. Do not proof-roll wet or saturated subgrades.

1. Completely proof-roll subgrade in one direction, repeating proof-rolling in direction perpendicular to first direction. Limit vehicle speed to 3 mph.

2. Proof-roll with a loaded 10-wheel, tandem-axle dump truck weighing not less than 15 tons.

3. Excavate soft spots, unsatisfactory soils, and areas of excessive pumping or rutting, as determined by Architect, and replace with compacted backfill or fill as directed.

D. Authorized additional excavation and replacement material will be paid for according to Contract provisions for unit prices.

E. Reconstruct subgrades damaged by freezing temperatures, frost, rain, accumulated water, or construction activities, as directed by Architect, without additional compensation.

3.9 UNAUTHORIZED EXCAVATION

A. Fill unauthorized excavation under foundations or wall footings by extending bottom elevation of concrete foundation or footing to excavation bottom, without altering top elevation. Lean concrete fill, with 28-day compressive strength of 2500 psi, may be used when approved by Architect.

1. Fill unauthorized excavations under other construction or utility pipe as directed by Architect.

3.10 STORAGE OF SOIL MATERIALS

A. Stockpile borrow soil materials and excavated satisfactory soil materials without intermixing. Place, grade, and shape stockpiles to drain surface water. Cover to prevent windblown dust.

1. Stockpile soil materials away from edge of excavations. Do not store within drip line of remaining trees.

3.11 BACKFILL

A. Place and compact backfill in excavations promptly, but not before completing the following:

1. Construction below finish grade including, where applicable, subdrainage, dampproofing, waterproofing, and perimeter insulation.

2. Surveying locations of underground utilities for Record Documents. 3. Testing and inspecting underground utilities. 4. Removing concrete formwork. 5. Removing trash and debris. 6. Removing temporary shoring and bracing, and sheeting. 7. Installing permanent or temporary horizontal bracing on horizontally supported walls.



B. Place backfill on subgrades free of mud, frost, snow, or ice.

3.12 UTILITY TRENCH BACKFILL

A. Place backfill on subgrades free of mud, frost, snow, or ice.

B. Place and compact bedding course on trench bottoms and where indicated. Shape bedding course to provide continuous support for bells, joints, and barrels of pipes and for joints, fittings, and bodies of conduits.

C. Backfill trenches excavated under footings and within 18 inches of bottom of footings with satisfactory soil; fill with concrete to elevation of bottom of footings.

D. Provide 4-inch- thick, concrete-base slab support for piping or conduit less than 30 inches below surface of roadways. After installing and testing, completely encase piping or conduit in a minimum of 4 inches of concrete before backfilling or placing roadway subbase.

E. Place and compact initial backfill of satisfactory soil, free of particles larger than 1 inch in any dimension, to a height of 12 inches over the utility pipe or conduit.

1. Carefully compact initial backfill under pipe haunches and compact evenly up on both sides and along the full length of utility piping or conduit to avoid damage or displacement of piping or conduit. Coordinate backfilling with utilities testing.

F. Controlled Low-Strength Material: Place initial backfill of controlled low-strength material to a height of 12 inches over the utility pipe or conduit.

G. Backfill voids with satisfactory soil while installing and removing shoring and bracing.

H. Place and compact final backfill of satisfactory soil to final subgrade elevation.

I. Controlled Low-Strength Material: Place final backfill of controlled low-strength material to final subgrade elevation.

J. Install warning tape directly above utilities, 12 inches below finished grade, except 6 inches below subgrade under pavements and slabs.

3.13 SOIL MOISTURE CONTROL

A. Uniformly moisten or aerate subgrade and each subsequent fill or backfill soil layer before compaction to within 2 percent of optimum moisture content.

1. Do not place backfill or fill soil material on surfaces that are muddy, frozen, or contain frost or ice.

2. Remove and replace, or scarify and air dry otherwise satisfactory soil material that exceeds optimum moisture content by 2 percent and is too wet to compact to specified dry unit weight.



3.14 COMPACTION OF SOIL BACKFILLS AND FILLS

A. Place backfill and fill soil materials in layers not more than 8 inches in loose depth for material compacted by heavy compaction equipment, and not more than 4 inches in loose depth for material compacted by hand-operated tampers.

B. Place backfill and fill soil materials evenly on all sides of structures to required elevations, and uniformly along the full length of each structure.

C. Compact soil materials to not less than the following percentages of maximum dry unit weight according to ASTM D 1557:

1. Under structures, building slabs, steps, and pavements, scarify and recompact top 12 inches of existing subgrade and each layer of backfill or fill soil material at 95 percent.

2. Under walkways, scarify and recompact top 6 inches below subgrade and compact each layer of backfill or fill soil material at 92 percent.

3. Under lawn or unpaved areas, scarify and recompact top 6 inches below subgrade and compact each layer of backfill or fill soil material at 85 percent.

4. For utility trenches, compact each layer of initial and final backfill soil material at 85 percent.

3.15 GRADING

A. General: Uniformly grade areas to a smooth surface, free of irregular surface changes. Comply with compaction requirements and grade to cross sections, lines, and elevations indicated.

1. Provide a smooth transition between adjacent existing grades and new grades. 2. Cut out soft spots, fill low spots, and trim high spots to comply with required surface

tolerances.

B. Site Grading: Slope grades to direct water away from buildings and to prevent ponding. Finish subgrades to required elevations within the following tolerances:

1. Lawn or Unpaved Areas: Plus or minus 1 inch. 2. Walks: Plus or minus 1 inch. 3. Pavements: Plus or minus 1/2 inch.

C. Grading inside Building Lines: Finish subgrade to a tolerance of 1/2 inch when tested with a 10-foot straightedge.

3.16 FIELD QUALITY CONTROL

A. Testing Agency: Contractor shall engage a qualified independent geotechnical engineering testing agency to perform field quality-control testing.

B. Allow testing agency to inspect and test subgrades and each fill or backfill layer. Proceed with subsequent earthwork only after test results for previously completed work comply with requirements.



C. Footing Subgrade: At footing subgrades, at least one test of each soil stratum will be performed to verify design bearing capacities. Subsequent verification and approval of other footing subgrades may be based on a visual comparison of subgrade with tested subgrade when approved by Architect.

D. Testing agency will test compaction of soils in place according to ASTM D 1556, ASTM D 2167, ASTM D 2922, and ASTM D 2937, as applicable. Tests will be performed at the following locations and frequencies:

1. Paved and Building Slab Areas: At subgrade and at each compacted fill and backfill layer, at least 1 test for every 2000 sq. ft. or less of paved area or building slab, but in no case fewer than 3 tests.

2. Foundation Wall Backfill: At each compacted backfill layer, at least 1 test for each 100 feet or less of wall length, but no fewer than 2 tests.

3. Trench Backfill: At each compacted initial and final backfill layer, at least 1 test for each 150 feet or less of trench length, but no fewer than 2 tests.

E. When testing agency reports that subgrades, fills, or backfills have not achieved degree of compaction specified, scarify and moisten or aerate, or remove and replace soil to depth required; recompact and retest until specified compaction is obtained.

3.17 PROTECTION

A. Protecting Graded Areas: Protect newly graded areas from traffic, freezing, and erosion. Keep free of trash and debris.

B. Repair and reestablish grades to specified tolerances where completed or partially completed surfaces become eroded, rutted, settled, or where they lose compaction due to subsequent construction operations or weather conditions.

1. Scarify or remove and replace soil material to depth as directed by Architect; reshape and recompact.

C. Where settling occurs before Project correction period elapses, remove finished surfacing, backfill with additional soil material, compact, and reconstruct surfacing.

1. Restore appearance, quality, and condition of finished surfacing to match adjacent work, and eliminate evidence of restoration to greatest extent possible.

3.18 DISPOSAL OF SURPLUS AND WASTE MATERIALS

A. Disposal: Remove surplus satisfactory soil and waste material, including unsatisfactory soil, trash, and debris, and legally dispose of it off Owner's property.

END OF SECTION 31 20 00


EXCAVATION SUPPORT AND PROTECTION 315000 - 1

SECTION 315000 - EXCAVATION SUPPORT AND PROTECTION

PART 1 - GENERAL



1.2 SUMMARY

A. Section includes temporary excavation support and protection systems.

B. Related Sections:

1. Division 01 Section "Contract Requirements” and “Photographic Documentation" for recording preexisting conditions and excavation support and protection system progress.

2. Division 01 Section "Temporary Facilities" for temporary utilities and support facilities. 3. Division 31 Section "Dewatering" for dewatering system for excavations.

1.3 PERFORMANCE REQUIREMENTS

A. Design, furnish, install, monitor, and maintain excavation support and protection system capable of supporting excavation sidewalls and of resisting soil and hydrostatic pressure and superimposed and construction loads.

1. Delegated Design: Design excavation support and protection system, including comprehensive engineering analysis by a qualified professional engineer registered in the District of Columbia, using performance requirements and design criteria indicated.

2. Prevent surface water from entering excavations by grading, dikes, or other means. 3. Install excavation support and protection systems without damaging existing buildings,

structures, and site improvements adjacent to excavation areas. 4. Monitor vibrations, settlements, and movements. 5. Excavation support around existing WASA owned facilities to remain shall be in

accordance with WASA requirements.

1.4 SUBMITTALS

A. Shop Drawings: For excavation support and protection system.

B. Delegated-Design Submittal: For excavation support and protection system indicated to comply with performance requirements and design criteria, including analysis data signed and sealed by the qualified professional engineer registered in the District of Columbia responsible for their preparation.



C. Coordinate first paragraph below with qualification requirements in Division 01 Section "Quality Control Program.” 1. ”Qualification Data: For qualified land surveyor and professional engineer.

D. Other Informational Submittals:

1. Photographs or Videotape: Show existing conditions of adjacent construction and site improvements that might be misconstrued as damage caused by the absence of, the installation of, or the performance of excavation support and protection systems. Submit before Work begins.

2. Record Drawings: Identifying and locating capped utilities and other subsurface structural, electrical, or mechanical conditions.

a. Note locations and capping depth of wells and well points.


A. Preinstallation Conference: Conduct conference at project site.

1. Review methods and procedures related to excavation support and protection system including, but not limited to, the following:

a. Geotechnical report. b. Existing utilities and subsurface conditions. c. Proposed excavations. d. Proposed equipment. e. Monitoring of excavation support and protection system. f. Working area location and stability. g. Coordination with waterproofing. h. Abandonment or removal of excavation support and protection system. i. Protection of WASA facilities.


A. Interruption of Existing Utilities: Do not interrupt any utility serving facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary utility according to requirements indicated:

1. Notify Owner no fewer than fourteen days in advance of proposed interruption of utility. 2. Do not proceed with interruption of utility without Owner's written permission.

B. Project-Site Information: A geotechnical report has been prepared for this Project and is available for information only. The opinions expressed in this report are those of geotechnical engineer and represent interpretations of subsoil conditions, tests, and results of analyses conducted by geotechnical engineer. Owner will not be responsible for interpretations or conclusions drawn from the data.



1. Make additional test borings and conduct other exploratory operations necessary for excavation support and protection.

2. The geotechnical report is referenced elsewhere in the Project Manual.

C. Survey Work: Engage a qualified land surveyor registered in the District of Columbia to survey adjacent existing buildings, structures, and site improvements; establish exact elevations at fixed points to act as benchmarks. Clearly identify benchmarks and record existing elevations.

1. During installation of excavation support and protection systems, regularly resurvey benchmarks, maintaining an accurate log of surveyed elevations and positions for comparison with original elevations and positions. Promptly notify Architect if changes in elevations or positions occur or if cracks, sags, or other damage is evident in adjacent construction.

D. Two existing WASA owned large diameter pipes (48” Sanitary Sewer and 11’-6” Storm Drain) are to remain in-place during construction. These pipes shall be protected in-place in accordance with current WASA procedures.

PART 2 - PRODUCTS

2.1 MATERIALS

A. General: Provide materials that are either new or in serviceable condition.

B. Structural Steel: ASTM A 36/A 36M, ASTM A 690/A 690M, or ASTM A 992/A 992M.

C. Steel Sheet Piling: ASTM A 328/A 328M, ASTM A 572/A 572M, or ASTM A 690/A 690M; with continuous interlocks.

1. Corners: Roll-formed corner shape with continuous interlock.

D. Wood Lagging: Lumber, mixed hardwood, nominal rough thickness of 3 inches or 4 inches.

E. Shotcrete: Comply with Division 03 Section "Shotcrete" for shotcrete materials and mixes, reinforcement, and shotcrete application.

F. Cast-in-Place Concrete: ACI 301, of compressive strength required for application.

G. Reinforcing Bars: ASTM A 615/A 615M, Grade 60, deformed.

H. Tiebacks: Steel bars, ASTM A 722/A 722M.

PART 3 - EXECUTION

3.1 PREPARATION



A. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards that could develop during excavation support and protection system operations.

1. Shore, support, and protect utilities encountered. 2. Pre-auger holes for piles located adjacent to existing WASA facilities to remain.

B. Install excavation support and protection systems to ensure minimum interference with roads, streets, walks, and other adjacent occupied and used facilities.

1. Do not close or obstruct streets, walks, or other adjacent occupied or used facilities without permission from Owner and authorities having jurisdiction. Provide alternate routes around closed or obstructed traffic ways if required by authorities having jurisdiction.

C. Locate excavation support and protection systems clear of permanent construction so that forming and finishing of concrete surfaces are not impeded.

D. Monitor excavation support and protection systems daily during excavation progress and for as long as excavation remains open. Promptly correct bulges, breakage, or other evidence of movement to ensure that excavation support and protection systems remain stable.

E. Promptly repair damages to adjacent facilities caused by installing excavation support and protection systems.

3.2 SOLDIER PILES AND LAGGING

A. Install steel soldier piles before starting excavation. Extend soldier piles below excavation grade level to depths adequate to prevent lateral movement. Space soldier piles at regular intervals not to exceed allowable flexural strength of wood lagging. Accurately align exposed faces of flanges to vary not more than 2 inches.

B. Install wood lagging within flanges of soldier piles as excavation proceeds. Trim excavation as required to install lagging. Fill voids behind lagging with soil, and compact.

C. Install wales horizontally at locations indicated on Drawings and secure to soldier piles.

3.3 SHEET PILING

A. Before starting excavation, install one-piece sheet piling lengths and tightly interlock to form a continuous barrier. Accurately place the piling, using templates and guide frames unless otherwise recommended in writing by the sheet piling manufacturer. Limit vertical offset of adjacent sheet piling to 60 inches. Accurately align exposed faces of sheet piling to vary not more than 2 inches Cut tops of sheet piling to uniform elevation at top of excavation.

3.4 TIEBACKS



A. Tiebacks: Drill, install, grout, and tension tiebacks. Test load-carrying capacity of each tieback and replace and retest deficient tiebacks.

1. Test loading shall be observed by a qualified professional engineer responsible for design of excavation support and protection system.

2. Maintain tiebacks in place until permanent construction is able to withstand lateral soil and hydrostatic pressures.

3.5 BRACING

A. Bracing: Locate bracing to clear columns, floor framing construction, and other permanent work. If necessary to move brace, install new bracing before removing original brace.

1. Do not place bracing where it will be cast into or included in permanent concrete work unless otherwise approved by Architect.

2. Install internal bracing, if required, to prevent spreading or distortion of braced frames. 3. Maintain bracing until structural elements are supported by other bracing or until

permanent construction is able to withstand lateral earth and hydrostatic pressures. 3.6 REMOVAL AND REPAIRS

A. Remove excavation support and protection systems when construction has progressed sufficiently to support excavation and bear soil and hydrostatic pressures. Remove in stages to avoid disturbing underlying soils or damaging structures, pavements, facilities, and utilities.

1. Remove excavation support and protection systems to a minimum depth of 48 inches below overlaying construction and abandon remainder.

2. Fill voids immediately with approved backfill compacted to density specified in Division 31 Section "Earth Moving."

3. Repair or replace, as approved by Architect, adjacent work damaged or displaced by removing excavation support and protection systems.

B. Leave excavation support and protection systems permanently in place.


Engine Company 15, Training Area Renovation 2101 14th Street SE, Washington, DC 20020

CONCRETE PAVING 321313 - 1

SECTION 321313 - CONCRETE PAVING

PART 1 - GENERAL



1.2 SUMMARY

A. This Section includes exterior cement concrete pavement for the following:

1. Driveways and roadways. 2. Parking lots. 3. Curbs and gutters. 4. Walkways.


1. Division 03 Section "Cast-in-Place Concrete Miscellaneous Cast-in-Place Concrete" for general building applications of concrete.

2. Division 31 Section "Earth Moving" for subgrade preparation, grading, and subbase course.

3. Division 32 Section "Concrete Paving Joint Sealants" for joint sealants of joints in concrete pavement and at isolation joints of concrete pavement with adjacent construction.

1.3 DEFINITIONS

A. Cementitious Materials: Portland cement alone or in combination with one or more of blended hydraulic cement, fly ash and other pozzolans, and ground granulated blast-furnace slag.

1.4 SUBMITTALS

A. Product Data: For each type of manufactured material and product indicated.

B. Design Mixtures: For each concrete pavement mixture. Include alternate mixture designs when characteristics of materials, Project conditions, weather, test results, or other circumstances warrant adjustments.

C. Samples: 10-lb sample of exposed aggregate.

D. Qualification Data: For testing agency.



E. Material Test Reports: From a qualified testing agency indicating and interpreting test results for compliance of the following with requirements indicated, based on comprehensive testing of current materials:

F. Material Certificates: Signed by manufacturers certifying that each of the following materials complies with requirements:

1. Cementitious materials. 2. Steel reinforcement and reinforcement accessories. 3. Admixtures. 4. Curing compounds. 5. Applied finish materials. 6. Bonding agent or epoxy adhesive. 7. Joint fillers.

G. Field quality-control test reports.

H. Minutes of preinstallation conference.


A. Manufacturer Qualifications: Manufacturer of ready-mixed concrete products who complies with ASTM C 94/C 94M requirements for production facilities and equipment.

1. Manufacturer certified according to NRMCA's "Certification of Ready Mixed Concrete Production Facilities."

B. Testing Agency Qualifications: An independent agency qualified according to ASTM C 1077 and ASTM E 329 for testing indicated, as documented according to ASTM E 548.

1. Personnel conducting field tests shall be qualified as ACI Concrete Field Testing Technician, Grade 1, according to ACI CP-01 or an equivalent certification program.

C. ACI Publications: Comply with ACI 301, "Specification for Structural Concrete," unless modified by requirements in the Contract Documents.

D. Concrete Testing Service: Engage a qualified independent testing agency to perform material evaluation tests and to design concrete mixtures.

E. Mockups: Cast mockups of full-size sections of concrete pavement to demonstrate typical joints, surface finish, texture, color, and standard of workmanship.

1. Build mockups in the location and of the size indicated or, if not indicated, as directed by Architect.

2. Notify Architect seven days in advance of dates and times when mockups will be constructed.

3. Obtain Architect's approval of mockups before starting construction. 4. Maintain approved mockups during construction in an undisturbed condition as a standard

for judging the completed pavement.



5. Demolish and remove approved mockups from the site when directed by Architect. 6. Approved mockups may become part of the completed Work if undisturbed at time of

Substantial Completion.

F. Preinstallation Conference: Conduct conference at Project site to comply with requirements in Division 01 Section "Project Management and Coordination."

1. Before submitting design mixtures, review concrete pavement mixture design and examine procedures for ensuring quality of concrete materials and concrete pavement construction practices. Require representatives, including the following, of each entity directly concerned with concrete pavement, to attend conference:

a. Contractor's superintendent. b. Independent testing agency responsible for concrete design mixtures. c. Ready-mix concrete producer. d. Concrete pavement subcontractor.


A. Traffic Control: Maintain access for vehicular and pedestrian traffic as required for other construction activities.

PART 2 - PRODUCTS

2.1 MANUFACTURERS

A. In other Part 2 articles where titles below introduce lists, the following requirements apply to product selection:

1. Available Products: Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, products specified.

2. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, manufacturers specified.

2.2 FORMS

A. Form Materials: Plywood, metal, metal-framed plywood, or other approved panel-type materials to provide full-depth, continuous, straight, smooth exposed surfaces.

1. Use flexible or curved forms for curves with a radius 100 feet (30.5 m) or less.

B. Form-Release Agent: Commercially formulated form-release agent that will not bond with, stain, or adversely affect concrete surfaces and will not impair subsequent treatments of concrete surfaces.



2.3 STEEL REINFORCEMENT

A. Plain-Steel Welded Wire Reinforcement: ASTM A 185, fabricated from as-drawn steel wire into flat sheets.

B. Deformed-Steel Welded Wire Reinforcement: ASTM A 497, flat sheet.

C. Epoxy-Coated Welded Wire Fabric: ASTM A 884, Class A, plain steel.

D. Reinforcing Bars: ASTM A 615, Grade 60; deformed.

E. Galvanized Reinforcing Bars: ASTM A 767, Class II zinc coated, hot-dip galvanized after fabrication and bending; with ASTM A 615, Grade 60 deformed bars.

F. Epoxy-Coated Reinforcing Bars: ASTM A 775 or ASTM A 934; with ASTM A 615, Grade 60 deformed bars.

G. Steel Bar Mats: ASTM A 184; with ASTM A 615, Grade 60, deformed bars; assembled with clips.

H. Plain Steel Wire: ASTM A 82, as drawn.

I. Deformed-Steel Wire: ASTM A 496.

J. Epoxy-Coated-Steel Wire: ASTM A 884/A 884M, Class A coated, plain.

K. Joint Dowel Bars: Plain steel bars, ASTM A 615, Grade 60. Cut bars true to length with ends square and free of burrs.

L. Epoxy-Coated Joint Dowel Bars: ASTM A 775; with ASTM A 615, Grade 60, plain steel bars.

M. Tie Bars: ASTM A 615, Grade 60, deformed.

N. Hook Bolts: ASTM A 307, Grade A, internally and externally threaded. Design hook-bolt joint assembly to hold coupling against pavement form and in position during concreting operations, and to permit removal without damage to concrete or hook bolt.

O. Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars, welded wire reinforcement, and dowels in place. Manufacture bar supports according to CRSI's "Manual of Standard Practice" from steel wire, plastic, or precast concrete of greater compressive strength than concrete, and as follows:

1. Equip wire bar supports with sand plates or horizontal runners where base material will not support chair legs.

2. For epoxy-coated reinforcement, use epoxy-coated or other dielectric-polymer-coated wire bar supports.

P. Epoxy Repair Coating: Liquid two-part epoxy repair coating, compatible with epoxy coating on reinforcement.



Q. Zinc Repair Material: ASTM A 780.

2.4 CONCRETE MATERIALS

A. Cementitious Material: Use one of the following cementitious materials, of the same type, brand, and source throughout the Project:

1. Portland Cement: ASTM C 150, Type I or II:

a. Fly Ash. b. Ground Granulated Blast-Furnace Slag: ASTM C 989, Grade 100 or 120.

2. Blended Hydraulic Cement: ASTM C 595, Type IS, Portland blast-furnace slag; I (SM), slag-modified Portland cement.

B. Normal-Weight Aggregates: ASTM C 33, coarse aggregate, uniformly graded. Provide aggregates from a single source.

1. Maximum Coarse-Aggregate Size: 3/4 inch nominal. 2. Fine Aggregate: Free of materials with deleterious reactivity to alkali in cement.

C. Exposed Aggregate: Selected, hard, and durable; washed; free of materials with deleterious reactivity to cement or that cause staining; from a single source, with gap-graded coarse aggregate as follows:

1. Aggregate Sizes: 1/2 to 3/4 inch nominal.

D. Water: ASTM C 94.

E. Air-Entraining Admixture: ASTM C 260.

F. Chemical Admixtures: Provide admixtures certified by manufacturer to be compatible with other admixtures and to contain not more than 0.1 percent water-soluble chloride ions by mass of cementitious material.

1. Water-Reducing Admixture: ASTM C 494, Type A. 2. Retarding Admixture: ASTM C 494, Type B. 3. Water-Reducing and Retarding Admixture: ASTM C 494, Type D. 4. High-Range, Water-Reducing Admixture: ASTM C 494, Type F. 5. High-Range, Water-Reducing and Retarding Admixture: ASTM C 494, Type G. 6. Plasticizing and Retarding Admixture: ASTM C 1017, Type II.

2.5 CURING MATERIALS

A. Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf, weighing approximately 9 oz. /sq. yd. dry.

B. Moisture-Retaining Cover: ASTM C 171, polyethylene film or white burlap-polyethylene sheet.



C. Water: Potable.

D. Evaporation Retarder: Waterborne, monomolecular film forming; manufactured for application to fresh concrete.

1. Products:

a. Axim Concrete Technologies; Cimfilm. b. Burke by Edeco; BurkeFilm. c. ChemMasters; Spray-Film. d. Conspec Marketing & Manufacturing Co., Inc.; Aquafilm. e. Dayton Superior Corporation; Sure Film. f. Euclid Chemical Company (The); Eucobar. g. Kaufman Products, Inc.; Vapor Aid. h. Lambert Corporation; Lambco Skin. i. L&M Construction Chemicals, Inc.; E-Con. j. MBT Protection and Repair, ChemRex Inc.; Confilm. k. Meadows, W. R., Inc.; Sealtight Evapre. l. Metalcrete Industries; Waterhold. m. Nox-Crete Products Group, Kinsman Corporation; Monofilm. n. Sika Corporation, Inc.; SikaFilm. o. Symons Corporation; Finishing Aid. p. Vexcon Chemicals, Inc.; Certi-Vex EnvioAssist.

E. Clear Waterborne Membrane-Forming Curing Compound: ASTM C 309, Type 1, Class B.

1. Products:

a. Anti-Hydro International, Inc.; AH Curing Compound #2 DR WB. b. Burke by Edoko; Aqua Resin Cure. c. ChemMasters; Safe-Cure Clear. d. Conspec Marketing & Manufacturing Co., Inc.; W.B. Resin Cure. e. Dayton Superior Corporation; Day Chem Rez Cure (J-11-W). f. Euclid Chemical Company (The); Kurez DR VOX. g. Kaufman Products, Inc.; Thinfilm 420. h. Lambert Corporation; Aqua Kure-Clear. i. L&M Construction Chemicals, Inc.; L&M Cure R. j. Meadows, W. R., Inc.; 1100 Clear. k. Nox-Crete Products Group, Kinsman Corporation; Resin Cure E. l. Symons Corporation; Resi-Chem Clear. m. Tamms Industries Inc.; Horncure WB 30. n. Unitex; Hydro Cure 309. o. Vexcon Chemicals, Inc.; Certi-Vex Enviocure 100.

F. White Waterborne Membrane-Forming Curing Compound: ASTM C 309, Type 2, Class B.

1. Products:

a. Anti-Hydro International, Inc.; AH Curing Compound #2 WP WB.



b. Burke by Edoco; Resin Emulsion White. c. ChemMasters; Safe-Cure 2000. d. Conspec Marketing & Manufacturing Co., Inc.; W.B. Resin Cure. e. Dayton Superior Corporation; Day-Chem White Pigmented Cure (J-10-W). f. Euclid Chemical Company (The); Kurez VOX White Pigmented. g. Kaufman Products, Inc.; Thinfilm 450. h. Lambert Corporation; Aqua Kure-White. i. L&M Construction Chemicals, Inc.; L&M Cure R-2. j. Meadows, W. R., Inc.; 1200-White. k. Symons Corporation; Resi-Chem White. l. Tamms Industries, Inc.; Horncure 200-W. m. Unitex; Hydro White. n. Vexcon Chemicals, Inc.; Certi-Vex Enviocure White 100.

2.6 RELATED MATERIALS

A. Expansion- and Isolation-Joint-Filler Strips: ASTM D 1751, asphalt-saturated cellulosic fiber and ASTM D 1752, cork or self-expanding cork.

B. Color Pigment: ASTM C 979, synthetic mineral-oxide pigments or colored water-reducing admixtures; color stable, free of carbon black, nonfading, and resistant to lime and other alkalis.

1. Manufacturers:

a. Bayer Corporation. b. ChemMasters. c. Conspec Marketing & Manufacturing Co., Inc. d. Davis Colors. e. Elementis Pigments, Inc. f. Hoover Color Corporation. g. Lambert Corporation. h. Scofield, L. M.Company. i. Solomon Colors.

2. Color: As selected by Architect from manufacturer's full range.

C. Slip-Resistive Aggregate Finish: Factory-graded, packaged, rustproof, nonglazing, abrasive aggregate of fused aluminum-oxide granules or crushed emery with emery aggregate containing not less than 50 percent aluminum oxide and not less than 20 percent ferric oxide; unaffected by freezing, moisture, and cleaning materials.

D. Bonding Agent: ASTM C 1059, Type II, non-redispersible, acrylic emulsion or styrene butadiene.

E. Epoxy Bonding Adhesive: ASTM C 881, two-component epoxy resin, capable of humid curing and bonding to damp surfaces, of class suitable for application temperature and of grade to requirements, and as follows:



1. Types I and II, non-load bearing and IV and V, load bearing, for bonding hardened or freshly mixed concrete to hardened concrete.

F. Chemical Surface Retarder: Water-soluble, liquid-set retarder with color dye, for horizontal concrete surface application, capable of temporarily delaying final hardening of concrete to a depth of 1/8 to 1/4 inch.

1. Products:

a. Burke by Edeco; True Etch Surface Retarder. b. ChemMasters; Exposee. c. Conspec Marketing & Manufacturing Co., Inc.; Delay S. d. Euclid Chemical Company (The); Surface Retarder S. e. Kaufman Products, Inc.; Expose. f. Metalcrete Industries; Surftard. g. Nox-Crete Products Group, Kinsman Corporation; Crete-Nox TA. h. Scofield, L. M. Company; Lithotex. i. Sika Corporation, Inc.; Rugasol-S. j. Vexcon Chemicals, Inc.; Certi-Vex Envioset.

G. Pigmented Mineral Dry-Shake Hardener: Factory-packaged dry combination of portland cement, graded quartz aggregate, color pigments, and plasticizing admixture. Use color pigments that are finely ground, nonfading mineral oxides interground with cement.

1. Products:

a. Conspec Marketing & Manufacturing Co., Inc.; Conshake 600 Colortone. b. Dayton Superior Corporation; Quartz Tuff. c. Euclid Chemical Company (The); Surflex. d. Lambert Corporation; Colorhard. e. L&M Construction Chemicals, Inc.; Quartz Plate FF. f. MBT Protection and Repair, ChemRex Inc.; Mastercron. g. Metalcrete Industries; Floor Quartz. h. Scofield, L. M. Company; Lithochrome Color Hardener. i. Symons Corporation; Hard Top.

2. Color: As selected by Architect from manufacturer's full range.

2.7 PAVEMENT MARKINGS

A. Pavement-Marking Paint: Alkyd-resin type, lead and chromate free, ready mixed, complying with FS TT-P-115, Type [I] or AASHTO M 248, Type [N].

1. Color: As indicated.

B. Pavement-Marking Paint: Latex, waterborne emulsion, lead and chromate free, ready mixed, complying with FS TT-P-1952, with drying time of less than three (3) minutes.

1. Color: As indicated.



C. Glass Beads: AASHTO M 247, Type 1.

2.8 CONCRETE MIXTURES

A. Prepare design mixtures, proportioned according to ACI 301, for each type and strength of normal-weight concrete determined by either laboratory trial mixes or field experience.

1. Use a qualified independent testing agency for preparing and reporting proposed concrete mixture designs for the trial batch method.

B. Proportion mixtures to provide normal-weight concrete with the following properties:

1. Compressive Strength (28 Days): 4000 psi. 2. Maximum Water-Cementitious Materials Ratio at Point of Placement: 0.45. 3. Slump Limit: 3 inches, plus or minus 1 inch (25 mm).

C. Add air-entraining admixture at manufacturer's prescribed rate to result in normal-weight concrete at point of placement having an air content as follows:

1. Air Content: 5-1/2 percent plus or minus 1.5 percent for 1-1/2-inch nominal maximum aggregate size.

D. Limit water-soluble, chloride-ion content in hardened concrete to 0.15 percent by weight of cement.

E. Chemical Admixtures: Use admixtures according to manufacturer's written instructions.

1. Use water-reducing admixture, high-range, water-reducing admixture, high-range, water-reducing and retarding admixture plasticizing and retarding admixture in concrete, as required, for placement and workability.

2. Use water-reducing and retarding admixture when required by high temperatures, low humidity, or other adverse placement conditions.

F. Cementitious Materials: Limit percentage, by weight, of cementitious materials other than portland cement according to ACI 301 requirements for concrete exposed to deicing chemicals, as follows:

1. Ground Granulated Blast-Furnace Slag: 25 percent.

G. Color Pigment: Add color pigment to concrete mixture according to manufacturer's written instructions and to result in hardened concrete color consistent with approved mockup.

2.9 CONCRETE MIXING

A. Ready-Mixed Concrete: Measure, batch, and mix concrete materials and concrete according to ASTM C 94 and ASTM C 1116. Furnish batch certificates for each batch discharged and used in the Work.



1. When air temperature is between 85 deg F and 90 deg F, reduce mixing and delivery time from 1-1/2 hours to 75 minutes; when air temperature is above 90 deg F, reduce mixing and delivery time to 60 minutes.

B. Project-Site Mixing: Measure, batch, and mix concrete materials and concrete according to ASTM C 94/C 94M. Mix concrete materials in appropriate drum-type batch machine mixer.

1. For concrete mixes of 1 cu. yd. or smaller, continue mixing at least 1-1/2 minutes, but not more than 5 minutes after ingredients are in mixer, before any part of batch is released.

2. For concrete mixes larger than 1 cu. yd., increase mixing time by 15 seconds for each additional 1 cu. yd.

3. Provide batch ticket for each batch discharged and used in the Work, indicating Project identification name and number, date, mixture type, mixing time, quantity, and amount of water added.

2.10 WATERPROOFING AND CORROSION PROTECTION CONCRETE ADMIXTURE

A. Product generic name: Water-Based Waterproofing and Corrosion Protection Concrete Admixture.

B. Product name: Hycrete X1000, as manufactured by Hycrete, Inc., 462 Barell Avenue, Carlstadt, New Jersey, 07072, Contact Matt Kiburz telephone (201) 705-2614, email: [email protected] website www.hycrete.com.

C. Physical properties 1. Admixture to meet 50% or greater reduction at seven days according to ASTM

C1585. 2. Admixture to meet or exceed British Standards Institute (BSI) 1881-122 testing to per-

formance of <1% water absorption. 3. In chloride-exposed concrete specimens analyzed by chloride depth profiling, admix-

ture to demonstrate a 30% or greater reduction in surface concentration of chlo-rides (Cs) compared to an untreated control and a diffusion coefficient (D) of 50% or less than the control according to ASTM C1556.

4. Admixture to demonstrate a 75% or greater reduction in rebar iron loss in an uncracked concrete specimen and a 50% or greater reduction in rebar iron loss in a cracked specimen with a pre-formed crack of 0.3mm after four years of testing ac-cording to ASTM G109 (Southern Exposure modification: 12 weeks - 4 days wet, 3 days dry, at 100F, then 12 weeks constantly wet).

5. Admixture to demonstrate sulfate expansion resistance in concrete with 0.45 wa-ter/cement of less than 0.05% expansion at 18 months per ASTM C1012.



2.11 ACCESSORIES

A. Waterstops (applicable for water-containing structures): 1. Shall be placed at all cold joints and penetrations 2. Manufacturer and Product: Acceptable to Waterproof Concrete Admixture Manufac-

turer. B. Concrete Admixtures:

1. Characteristics of all admixtures: a. Compatible with each other and free of intentionally-added chlorides. b. Manufacturer: Acceptable to Waterproofing and Corrosion Protection

Concrete Admixture Manufacturer. 2. Superplasticizer:

a. Material: A Superplasticizer to reduce the water requirement of the concrete and to improve the workability for ease in placing and consolidating the concrete.

b. Material Standard: Company with ASTM C 494, Type E, Type F, or Type G. 3. Evaporation Retarder: 4. Curing Compound:

a. Shall conform to ASTM C 309 or ASTM C 1315 5. Polypropylene Fiber Reinforcement 6. Air-Entraining Admixture:

a. Shall conform to ASTM C 260.

7. Mid-Range Water-Reducing Admixture:

a. Shall conform to ASTM C 494 Type A.

8. High-Range Water-Reducing Admixture:

a. Shall conform to ASTM C 494 Type F or ASTM C 1017 Type I.

9. Accelerating Admixture:

a. Shall conform to ASTM C 494 Type C or E.

10. Retarding Admixture:

a. Shall conform to ASTM C 494 Type B or D.

11. Shrinkage-Reducing Admixture:

2.01 MIXES

A. The concrete ready mix supplier must contact the Waterproof and Corrosion Resistant Concrete Admixture Manufacturer before designing and testing any new mix designs, to receive guidance on achieving proper water absorption characteristics. The concrete ready



mix supplier must also report the test results to the Waterproof and Corrosion Resistant Concrete Admixture Manufacturer. All values must be within the specification limits. 1. All concrete materials used for testing must be same as concrete materials used for

construction. B. Waterproofing System: All concrete in the locations listed in section 1.02 will be water-

proofed by the addition of Waterproofing and Corrosion Protection Concrete Admixture and additional ingredients including: 1. Waterproofing and Corrosion Protection Concrete Admixture at the rate of two U.S.

gallons per cubic yard of concrete (ten liters per cubic meter). 2. Superplasticizer at the manufacturer’s recommended rate and appropriate for the

placement requirements of the project. C. Recommended Water-Cement Ratio: 0.45 maximum. Water content of Waterproof Con-

crete Admixture and other admixtures to be included in the water-to-cementitious ratio. Insert Engineer’s performance requirements below: D. Compressive Strength, 28-day (ASTM C39) - [Specify strength] E. Air Content (ASTM C173) - [Specify required test method, air content, and tolerance] F. Slump (ASTM C143) [Specify required slump] or Slump-Flow (ASTM C1611) – [Specify

required slump flow]

2.02 SOURCE QUALITY CONTROL

A. Verification of Performance: Provide ready-mixed concrete from a concrete supplier ap-proved by the Waterproofing and Corrosion Protection Concrete Admixture Manufacturer and authorized to dispense the Waterproofing and Corrosion Protection Concrete Admix-ture Manufacturer’s waterproofing materials.

Waterstops: 1. Bentonite waterstops:

a. Shall be placed at all cold joints and penetrations b. Preparation:

a. Brush off all dust and debris and apply a coat of primer or spray adhe-sive to the area where the waterstop is to be placed on the standing structural member.

b. Using moderate hand pressure press a continuous bead of waterstop firmly into position on the standing structure. Check to be certain that the waterstop has bonded to the primed area.

c. For proper joining, cut ends with sharp tool at 45 degree angle, and then place ends over one another

d. Peel the protective backing from the exposed side of the waterstop. Knead the overlapped ends together to form continuous, uninterrupted gasket.

e. For shotcrete applications, in addition to the instructions above, utilize masonry nails to hold the waterstop in place.on the concrete. Masonry



nails should be spaced approximately 12 inches apart. Waterstop must be glued and tied with the use of tie wires to all penetrations.

c. Bentonite waterstops must not be installed more than 2 days prior to concrete placement. After installation of waterstops, cover the waterstop with a plastic sheet to protect from weather damage.

d. Bentonite waterstops shall be dry and not activated when concrete is placed. If the waterstops have been water damaged they shall be replaced before the concrete is placed.

2. Other waterstops and groutable hose waterstop systems: a. Shall be placed as on drawings.

A. Additional Reinforcement at Re-entrant Angles 1. Where re-entrant angles occur, three #4 or #5 bars spaced at 3 inches OC at least 3

feet long must be placed top and bottom at 90 degrees across all the angles. B. Concrete: Place, consolidate, and cure concrete in accordance with ACI 301, ACI 306,

ACI 308, and ACI 309.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Examine exposed subgrades and subbase surfaces for compliance with requirements for dimensional, grading, and elevation tolerances.

B. Proof-roll prepared subbase surface below concrete pavements with heavy pneumatic-tired equipment to identify soft pockets and areas of excess yielding.

1. Completely proof-roll subbase in one direction and repeat in perpendicular direction. Limit vehicle speed to 3 mph.

2. Proof-roll with a loaded 10-wheel tandem-axle dump truck weighing not less than 15 tons. 3. Subbase with soft spots and areas of pumping or rutting exceeding depth of 1/2 inch

require correction according to requirements in Division 31 Section "Earth Moving."

C. Proceed with concrete pavement operations only after nonconforming conditions have been corrected and subgrade is ready to receive pavement.



D. Comply with the Waterproofing and Corrosion Protection Concrete Admixture Manufacturer’s instructions and recommendations.

E. Site verification of conditions:

1. Verify that site conditions are acceptable for placement of waterproofed concrete. 2. Do not proceed with concrete placement until conditions unacceptable to the Water-

proofing and Corrosion Protection Concrete Admixture Manufacturer are correct-ed.

F. Suitable Condition of Reinforcing Steel:

3. At the time concrete is placed, reinforcement shall be free from mud, oil, or other nonmetallic coatings that decrease bond. Epoxy-coating of steel reinforcement in accordance with standards shall be permitted.

4. Except for prestressing steel, steel reinforcement with rust, mill scale, or a combina-tion of both shall be considered satisfactory, provided the minimum dimensions (including height of deformations) and weight of a hand-wire-brushed test speci-men comply with ASTM A 615, ASTM A 706, ASTM A 996.

3.2 PREPARATION

A. Remove loose material from compacted subbase surface immediately before placing concrete.

3.3 EDGE FORMS AND SCREED CONSTRUCTION

A. Set, brace, and secure edge forms, bulkheads, and intermediate screed guides for pavement to required lines, grades, and elevations. Install forms to allow continuous progress of work and so forms can remain in place at least 24 hours after concrete placement.

B. Clean forms after each use and coat with form-release agent to ensure separation from concrete without damage.

3.4 STEEL REINFORCEMENT

A. General: Comply with CRSI's "Manual of Standard Practice" for fabricating, placing, and supporting reinforcement.

B. Clean reinforcement of loose rust and mill scale, earth, ice, or other bond-reducing materials.



C. Arrange, space, and securely tie bars and bar supports to hold reinforcement in position during concrete placement. Maintain minimum cover to reinforcement.

D. Install welded wire reinforcement in lengths as long as practicable. Lap adjoining pieces at least one full mesh, and lace splices with wire. Offset laps of adjoining widths to prevent continuous laps in either direction.

E. Zinc-Coated Reinforcement: Use galvanized steel wire ties to fasten zinc-coated reinforcement. Repair cut and damaged zinc coatings with zinc repair material.

F. Epoxy-Coated Reinforcement: Use epoxy-coated steel wire ties to fasten epoxy-coated reinforcement. Repair cut and damaged epoxy coatings with epoxy repair coating according to ASTM D 3963.

G. Install fabricated bar mats in lengths as long as practicable. Handle units to keep them flat and free of distortions. Straighten bends, kinks, and other irregularities, or replace units as required before placement. Set mats for a minimum 2-inch overlap of adjacent mats.

3.5 JOINTS

A. General: Form construction, isolation, and contraction joints and tool edgings true to line with faces perpendicular to surface plane of concrete. Construct transverse joints at right angles to centerline, unless otherwise indicated.

1. When joining existing pavement, place transverse joints to align with previously placed joints, unless otherwise indicated.

B. Construction Joints: Set construction joints at side and end terminations of pavement and at locations where pavement operations are stopped for more than one-half hour unless pavement terminates at isolation joints.

1. Continue steel reinforcement across construction joints, unless otherwise indicated. Do not continue reinforcement through sides of pavement strips, unless otherwise indicated.

2. Provide tie bars at sides of pavement strips where indicated. 3. Butt Joints: Use epoxy bonding adhesive at joint locations where fresh concrete is placed

against hardened or partially hardened concrete surfaces. 4. Keyed Joints: Provide preformed keyway-section forms or bulkhead forms with keys,

unless otherwise indicated. Embed keys at least 1-1/2 inches into concrete. 5. Doweled Joints: Install dowel bars and support assemblies at joints where indicated.

Lubricate or asphalt-coat one-half of dowel length to prevent concrete bonding to one side of joint.

C. Isolation Joints: Form isolation joints of preformed joint-filler strips abutting concrete curbs, catch basins, manholes, inlets, structures, walks, other fixed objects, and where indicated.

1. Locate expansion joints at intervals of 50 feet, unless otherwise indicated. 2. Extend joint fillers full width and depth of joint. 3. Terminate joint filler not less than 1/2 inch or more than 1 inch below finished surface if

joint sealant is indicated.



4. Place top of joint filler flush with finished concrete surface if joint sealant is not indicated. 5. Furnish joint fillers in one-piece lengths. Where more than one length is required, lace or

clip joint-filler sections together. 6. Protect top edge of joint filler during concrete placement with metal, plastic, or other

temporary preformed cap. Remove protective cap after concrete has been placed on both sides of joint.

D. Contraction Joints: Form weakened-plane contraction joints, sectioning concrete into areas as indicated. Construct contraction joints for a depth equal to at least one-fourth of the concrete thickness, as follows to match jointing of existing adjacent concrete pavement:

1. Grooved Joints: Form contraction joints after initial floating by grooving and finishing each edge of joint with grooving tool to a 1/4-inch or 3/8-inch radius. Repeat grooving of contraction joints after applying surface finishes. Eliminate groover marks on concrete surfaces.

2. Sawed Joints: Form contraction joints with power saws equipped with shatterproof abrasive or diamond-rimmed blades. Cut 1/8-inch wide joints into concrete when cutting action will not tear, abrade, or otherwise damage surface and before developing random contraction cracks.

3. Doweled Contraction Joints: Install dowel bars and support assemblies at joints where indicated. Lubricate or asphalt coat one-half of dowel length to prevent concrete bonding to one side of joint.

E. Edging: Tool edges of pavement, gutters, curbs, and joints in concrete after initial floating with an edging tool to a 1/4-inch or 3/8-inch radius. Repeat tooling of edges after applying surface finishes. Eliminate tool marks on concrete surfaces.

3.6 CONCRETE PLACEMENT

A. Inspection: Before placing concrete, inspect and complete formwork installation, steel reinforcement, and items to be embedded or cast in. Notify other trades to permit installation of their work.

B. Remove snow, ice, or frost from subbase surface and reinforcement before placing concrete. Do not place concrete on frozen surfaces.

C. Moisten subbase to provide a uniform dampened condition at time concrete is placed. Do not place concrete around manholes or other structures until they are at required finish elevation and alignment.

D. Comply with ACI 301 requirements for measuring, mixing, transporting, and placing concrete.

E. Do not add water to concrete during delivery or at Project site.

F. Do not add water to fresh concrete after testing.

G. Deposit and spread concrete in a continuous operation between transverse joints. Do not push or drag concrete into place or use vibrators to move concrete into place.



H. Consolidate concrete according to ACI 301 by mechanical vibrating equipment supplemented by hand spading, rodding, or tamping.

1. Consolidate concrete along face of forms and adjacent to transverse joints with an internal vibrator. Keep vibrator away from joint assemblies, reinforcement, or side forms. Use only square-faced shovels for hand spreading and consolidation. Consolidate with care to prevent dislocating reinforcement, dowels, and joint devices.

I. Place concrete in two operations; strike off initial pour for entire width of placement and to the required depth below finish surface. Lay welded wire fabric or fabricated bar mats immediately in final position. Place top layer of concrete, strike off, and screed.

1. Remove and replace concrete that has been placed for more than 15 minutes without being covered by top layer, or use bonding agent if approved by Architect.

J. Screed pavement surfaces with a straightedge and strike off.

K. Commence initial floating using bull floats or darbies to impart an open textured and uniform surface plane before excess moisture or bleed water appears on the surface. Do not further disturb concrete surfaces before beginning finishing operations or spreading surface treatments.

L. Curbs and Gutters: When automatic machine placement is used for curb and gutter placement, submit revised mix design and laboratory test results that meet or exceed requirements. Produce curbs and gutters to required cross section, lines, grades, finish, and jointing as specified for formed concrete. If results are not approved, remove and replace with formed concrete.

M. Slip-Form Pavers: When automatic machine placement is used for pavement, submit revised mix design and laboratory test results that meet or exceed requirements. Produce pavement to required thickness, lines, grades, finish, and jointing as required for formed pavement.

1. Compact subbase and prepare subgrade of sufficient width to prevent displacement of paver machine during operations.

N. When adjoining pavement lanes are placed in separate pours, do not operate equipment on concrete until pavement has attained 85 percent of its 28-day compressive strength.

O. Cold-Weather Placement: Comply with ACI 306.1 and as follows. Protect concrete work from physical damage or reduced strength that could be caused by frost, freezing actions, or low temperatures.

1. When air temperature has fallen to or is expected to fall below 40 deg F, uniformly heat water and aggregates before mixing to obtain a concrete mixture temperature of not less than 50 deg F and not more than 80 deg F at point of placement.

2. Do not use frozen materials or materials containing ice or snow. 3. Do not use calcium chloride, salt, or other materials containing antifreeze agents or

chemical accelerators unless otherwise specified and approved in mix designs.

P. Hot-Weather Placement: Comply with ACI 301 and as follows when hot-weather conditions exist:



1. Cool ingredients before mixing to maintain concrete temperature below 90 deg F at time of placement. Chilled mixing water or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor's option.

2. Cover steel reinforcement with water-soaked burlap so steel temperature will not exceed ambient air temperature immediately before embedding in concrete.

3. Fog-spray forms, steel reinforcement, and subgrade just before placing concrete. Keep subgrade moisture uniform without standing water, soft spots, or dry areas.

Q. Waterstops:

1. Bentonite waterstops: a. Shall be placed at all cold joints and penetrations b. Preparation:

1. Brush off all dust and debris and apply a coat of primer or spray adhe-sive to the area where the waterstop is to be placed on the standing structural member.

2. Using moderate hand pressure press a continuous bead of waterstop firmly into position on the standing structure. Check to be certain that the waterstop has bonded to the primed area.

3. For proper joining, cut ends with sharp tool at 45 degree angle, and then place ends over one another

4. Peel the protective backing from the exposed side of the waterstop. Knead the overlapped ends together to form continuous, uninterrupted gasket.

5. For shotcrete applications, in addition to the instructions above, utilize masonry nails to hold the waterstop in place.on the concrete. Masonry nails should be spaced approximately 12 inches apart. Waterstop must be glued and tied with the use of tie wires to all penetrations.

c. Bentonite waterstops must not be installed more than 2 days prior to concrete placement. After installation of waterstops, cover the waterstop with a plastic sheet to protect from weather damage.

d. Bentonite waterstops shall be dry and not activated when concrete is placed. If the waterstops have been water damaged they shall be replaced before the concrete is placed.

2. Other waterstops and groutable hose waterstop systems: a. Shall be placed as on drawings.

R. Additional Reinforcement at Re-entrant Angles

1. Where re-entrant angles occur, three #4 or #5 bars spaced at 3 inches OC at least 3 feet long must be placed top and bottom at 90 degrees across all the angles.



S. Concrete: Place, consolidate, and cure concrete in accordance with ACI 301, ACI 306, ACI 308, and ACI 309.

3.7 FLOAT FINISHING

A. General: Do not add water to concrete surfaces during finishing operations.

B. Float Finish: Begin the second floating operation when bleed-water sheen has disappeared and concrete surface has stiffened sufficiently to permit operations. Float surface with power-driven floats, or by hand floating if area is small or inaccessible to power units. Finish surfaces to true planes. Cut down high spots and fill low spots. Refloat surface immediately to uniform granular texture.

1. Burlap Finish: Drag a seamless strip of damp burlap across float-finished concrete, perpendicular to line of traffic, to provide a uniform, gritty texture.

2. Medium-to-Fine-Textured Broom Finish: Draw a soft bristle broom across float-finished concrete surface perpendicular to line of traffic to provide a uniform, fine-line texture.

3. Medium-to-Coarse-Textured Broom Finish: Provide a coarse finish by striating float-finished concrete surface 1/16 to 1/8 inch deep with a stiff-bristled broom, perpendicular to line of traffic.

3.8 SPECIAL FINISHES

A. Monolithic Exposed-Aggregate Finish: Expose coarse aggregate in pavement surfaces as follows:

1. Immediately after float finishing, spray-apply chemical surface retarder to pavement according to manufacturer's written instructions.

2. Cover pavement surface with plastic sheeting, sealing laps with tape, and remove when ready to continue finishing operations.

3. Without dislodging aggregate, remove excess mortar by lightly brushing surface with a stiff, nylon-bristle broom.

4. Fine-spray surface with water and brush. Repeat water flushing and brushing cycle until cement film is removed from aggregate surfaces to depth required.

B. Seeded Exposed-Aggregate Finish: Immediately after initial floating, spread a single layer of aggregate uniformly on pavement surface. Tamp aggregate into plastic concrete, and float finish to entirely embed aggregate with mortar cover of 1/16 inch.

1. Spray-apply chemical surface retarder to pavement according to manufacturer's written instructions.

2. Cover pavement surface with plastic sheeting, sealing laps with tape, and remove sheeting when ready to continue finishing operations.

3. Without dislodging aggregate, remove excess mortar by lightly brushing surface with a stiff, nylon-bristle broom.

4. Fine-spray surface with water and brush. Repeat water flushing and brushing cycle until cement film is removed from aggregate surfaces to depth required.



C. Slip-Resistive Aggregate Finish: Before final floating, spread slip-resistive aggregate finish on pavement surface according to manufacturer's written instructions and as follows:

1. Uniformly spread 25 lb/100 sq. ft. dampened slip-resistive aggregate over pavement surface in 2 applications. Tamp aggregate flush with surface using a steel trowel, but do not force below surface.

2. Uniformly distribute approximately two-thirds of slip-resistive aggregate over pavement surface with mechanical spreader, allow to absorb moisture, and embed by power floating. Follow power floating with a second slip-resistive aggregate application, uniformly distributing remainder of material at right angles to first application to ensure uniform coverage, and embed by power floating.

3. Cure concrete with curing compound recommended by slip-resistive aggregate manufacturer. Apply curing compound immediately after final finishing.

4. After curing, lightly work surface with a steel wire brush or abrasive stone and water to expose nonslip aggregate.

D. Pigmented Mineral Dry-Shake Hardener Finish: After initial floating, apply dry-shake materials to pavement surface according to manufacturer's written instructions and as follows:

1. Uniformly spread dry-shake hardener at a rate of 100 lb/100 sq. ft., unless greater amount is recommended by manufacturer to match pavement color required.

2. Uniformly distribute approximately two-thirds of dry-shake hardener over pavement surface with mechanical spreader, allow to absorb moisture, and embed by power floating. Follow power floating with a second dry-shake hardener application, uniformly distributing remainder of material at right angles to first application to ensure uniform color, and embed by power floating.

3. After final floating, apply a hand-trowel finish followed by a broom finish to concrete. 4. Cure concrete with curing compound recommended by dry-shake hardener manufacturer.

Apply curing compound immediately after final finishing.

3.9 CONCRETE PROTECTION AND CURING

A. General: Protect freshly placed concrete from premature drying and excessive cold or hot temperatures.

B. Comply with ACI 306.1 for cold-weather protection.

C. Evaporation Retarder: Apply evaporation retarder to concrete surfaces if hot, dry, or windy conditions cause moisture loss approaching 0.2 lb/sq. ft. x h before and during finishing operations. Apply according to manufacturer's written instructions after placing, screeding, and bull floating or darbying concrete, but before float finishing.

D. Begin curing after finishing concrete but not before free water has disappeared from concrete surface.

E. Curing Methods: Cure concrete by moisture curing, moisture-retaining-cover curing, curing compound, or a combination of these as follows:



1. Moist Curing: Keep surfaces continuously moist for not less than seven days with the following materials:

a. Water. b. Continuous water-fog spray. c. Absorptive cover, water saturated and kept continuously wet. Cover concrete

surfaces and edges with 12-inch lap over adjacent absorptive covers.

2. Moisture-Retaining-Cover Curing: Cover concrete surfaces with moisture-retaining cover for curing concrete, placed in widest practicable width, with sides and ends lapped at least 12 inches, and sealed by waterproof tape or adhesive. Immediately repair any holes or tears during curing period using cover material and waterproof tape.

3. Curing Compound: Apply uniformly in continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application. Maintain continuity of coating and repair damage during curing period.

F. Protect installed work from damage due to subsequent construction activity on the site.

1. Apply evaporation reducer (ACI 308) on flatwork immediately after finishing, as needed to maintain a film of water on the surface of the finished concrete until the final curing is applied, anytime the evaporation rate exceeds 0.10 lbs/ft2/hr.

2. Apply curing compound immediately to finished or stripped surfaces. A wax- or resin-based curing compound should be used if there is no subsequent finish on the structure. If there is a subsequent finish, a water-based curing compound should be used.

3.10 PAVEMENT TOLERANCES

A. Comply with tolerances of ACI 117 and as follows:

1. Elevation: 1/4 inch. 2. Thickness: Plus 3/8 inch, minus 1/4 inch. 3. Surface: Gap below 10-foot- (3-m-) long, unleveled straightedge not to exceed 1/4 inch. 4. Lateral Alignment and Spacing of Tie Bars and Dowels: 1 inch. 5. Vertical Alignment of Tie Bars and Dowels: 1/4 inch (6 mm). 6. Alignment of Tie-Bar End Relative to Line Perpendicular to Pavement Edge: 1/2 inch. 7. Alignment of Dowel-Bar End Relative to Line Perpendicular to Pavement Edge: Length

of dowel 1/4 inch per 12 inches. 8. Joint Spacing: 3 inches. 9. Contraction Joint Depth: Plus 1/4 inch, no minus.



10. Joint Width: Plus 1/8 inch, no minus.

3.11 PAVEMENT MARKING

A. Do not apply pavement-marking paint until layout, colors, and placement have been verified with Architect.

B. Allow concrete pavement to cure for 28 days and be dry before starting pavement marking.

C. Sweep and clean surface to eliminate loose material and dust.

D. Apply paint with mechanical equipment to produce pavement markings of dimensions indicated with uniform, straight edges. Apply at manufacturer's recommended rates to provide a minimum wet film thickness of 15 mils.

1. Spread glass beads uniformly into wet pavement markings at a rate of 6 lb/gal.


A. Testing Agency: Engage a qualified independent testing and inspecting agency to perform field tests and inspections and prepare test reports.

B. Testing Services: Testing of composite samples of fresh concrete obtained according to ASTM C 172 shall be performed according to the following requirements:

1. Testing Frequency: Obtain at least 1 composite sample for each 100 cu. yd. or 5000 sq. ft. or fraction thereof of each concrete mix placed each day.

a. When frequency of testing will provide fewer than five compressive-strength tests for each concrete mixture, testing shall be conducted from at least five randomly selected batches or from each batch if fewer than five are used.

2. Slump: ASTM C 143; one test at point of placement for each composite sample, but not less than one test for each day's pour of each concrete mix. Perform additional tests when concrete consistency appears to change.

3. Air Content: ASTM C 231, pressure method; one test for each composite sample, but not less than one test for each day's pour of each concrete mix.

4. Concrete Temperature: ASTM C 1064; one test hourly when air temperature is 40 deg F and below and when 80 deg F and above, and one test for each composite sample.

5. Compression Test Specimens: ASTM C 31; cast and laboratory cure one set of three standard cylinder specimens for each composite sample.

6. Compressive-Strength Tests: ASTM C 39; test 1 specimen at 7 days and 2 specimens at 28 days.

a. A compressive-strength test shall be the average compressive strength from 2 specimens obtained from same composite sample and tested at 28 days.



C. Strength of each concrete mix will be satisfactory if average of any 3 consecutive compressive-strength tests equals or exceeds specified compressive strength and no compressive-strength test value falls below specified compressive strength by more than 500 psi.

D. Test results shall be reported in writing to Architect, concrete manufacturer, and Contractor within 48 hours of testing. Reports of compressive-strength tests shall contain Project identification name and number, date of concrete placement, name of concrete testing and inspecting agency, location of concrete batch in Work, design compressive strength at 28 days, concrete mixture proportions and materials, compressive breaking strength, and type of break for both 7- and 28-day tests.

E. Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive device may be permitted by Architect but will not be used as sole basis for approval or rejection of concrete.

F. Additional Tests: Testing and inspecting agency shall make additional tests of concrete when test results indicate that slump, air entrainment, compressive strengths, or other requirements have not been met, as directed by Architect.

G. Remove and replace concrete pavement where test results indicate that it does not comply with specified requirements.

H. Additional testing and inspecting, at Contractor's expense, will be performed to determine compliance of replaced or additional work with specified requirements.

3.13 REPAIRS AND PROTECTION

A. Remove and replace concrete pavement that is broken, damaged, or defective or that does not comply with requirements in this Section.

B. Drill test cores, where directed by Architect, when necessary to determine magnitude of cracks or defective areas. Fill drilled core holes in satisfactory pavement areas with portland cement concrete bonded to pavement with epoxy adhesive.

C. Protect concrete from damage. Exclude traffic from pavement for at least 14 days after placement. When construction traffic is permitted, maintain pavement as clean as possible by removing surface stains and spillage of materials as they occur.

D. Maintain concrete pavement free of stains, discoloration, dirt, and other foreign material. Sweep concrete pavement not more than two days before date scheduled for Substantial Completion inspections.



CONCRETE PAVING JOINT SEALANTS 321373 - 1

SECTION 321373 - CONCRETE PAVING JOINT SEALANTS

PART 1 - GENERAL



1.2 SUMMARY


1. Expansion and contraction joints within cement concrete pavement. 2. Joints between cement concrete and asphalt pavement.


1. Division 07 Section "Joint Sealants" for sealing nontraffic and traffic joints in locations not specified in this Section.

2. Division 32 Section "Asphalt Paving" for constructing joints between concrete and asphalt pavement.

3. Division 32 Section "Concrete Paving" for constructing joints in concrete pavement.

1.3 SUBMITTALS

A. Product Data: For each joint-sealant product indicated.

B. Samples for Verification: For each type and color of joint sealant required. Install joint-sealant samples in 1/2-inch- (13-mm-) wide joints formed between two 6-inch- (150-mm-) long strips of material matching the appearance of exposed surfaces adjacent to joint sealants.

C. Product Certificates: For each type of joint sealant and accessory, signed by product manufacturer.

D. Qualification Data: For Installer.

E. Compatibility and Adhesion Test Reports: From sealant manufacturer, indicating the following:

1. Materials forming joint substrates and joint-sealant backings have been tested for compatibility and adhesion with joint sealants.

2. Interpretation of test results and written recommendations for primers and substrate preparation needed for adhesion.



F. Product Test Reports: Based on evaluation of comprehensive tests performed by a qualified testing agency, for sealants.


A. Installer Qualifications: An employer of workers trained and approved by manufacturer.

B. Source Limitations: Obtain each type of joint sealant through one source from a single manufacturer.

C. Preconstruction Compatibility and Adhesion Testing: Submit to joint-sealant manufacturers, for testing indicated below, samples of materials that will contact or affect joint sealants.

1. Use manufacturer's standard test methods to determine whether priming and other specific joint preparation techniques are required to obtain rapid, optimum adhesion of joint sealants to joint substrates.

2. Submit not fewer than eight pieces of each type of material, including joint substrates, shims, joint-sealant backings, secondary seals, and miscellaneous materials.

3. Schedule sufficient time for testing and analyzing results to prevent delaying the Work. 4. For materials failing tests, obtain joint-sealant manufacturer's written instructions for

corrective measures including use of specially formulated primers. 5. Testing will not be required if joint-sealant manufacturers submit joint preparation data

that are based on previous testing of current sealant products for adhesion to, and compatibility with, joint substrates and other materials matching those submitted.

D. Product Testing: Obtain test results for "Product Test Reports" Paragraph in "Submittals" Article from a qualified testing agency based on testing of current sealant products within a 36-month period preceding the commencement of the Work.

1. Testing Agency Qualifications: An independent testing agency qualified according to ASTM C 1021 for testing indicated, as documented according to ASTM E 548.

1.5 DELIVERY, STORAGE, AND HANDLING

A. Deliver materials to Project site in original unopened containers or bundles with labels indicating manufacturer, product name and designation, color, expiration date, pot life, curing time, and mixing instructions for multicomponent materials.

B. Store and handle materials to comply with manufacturer's written instructions to prevent their deterioration or damage due to moisture, high or low temperatures, contaminants, or other causes.


A. Do not proceed with installation of joint sealants under the following conditions:



1. When ambient and substrate temperature conditions are outside limits permitted by joint-sealant manufacturer.

2. When ambient and substrate temperature conditions are outside limits permitted by joint-sealant manufacturer or are below 40 deg F (4.4 deg C).

3. When joint substrates are wet or covered with frost. 4. Where joint widths are less than those allowed by joint-sealant manufacturer for

applications indicated. 5. Where contaminants capable of interfering with adhesion have not yet been removed from

joint substrates.

PART 2 - PRODUCTS

2.1 MANUFACTURERS

A. Available Products: Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, products listed in other Part 2 articles.

2.2 MATERIALS, GENERAL

A. Compatibility: Provide joint sealants, backing materials, and other related materials that are compatible with one another and with joint substrates under conditions of service and application, as demonstrated by joint-sealant manufacturer based on testing and field experience.

B. Colors of Exposed Joint Sealants: As selected by Architect from manufacturer's full range.

2.3 COLD-APPLIED JOINT SEALANTS

A. For use in pavement construction: Preformed expansion joint for use in PCC pavement, base, sidewalk, curb and gutter construction and sewer water structures shall meet the requirements of AASHTO M 153, Type II (Cork).

1. Preformed joint material shall be new material for all work and furnished in longest lengths practicable for intended use as determined by the Engineer, and in no case shall joint material be furnished in lengths less than 10 feet. Pieces for curb and gutter and as directed shall be cut in exact size from larger furnished sections. All splices in joint material shall be carefully made to insure against penetration of PCC between adjacent strips of joint material. Joint material shall neither be furnished nor stored in rolls.

2. When dowel bars or other approved load transfer devices are specified, the preformed filler shall have holes of the proper diameter or size drilled through it at the specified intervals to receive the bars and to insure a tight fit.

2.4 HOT-POURED TYPE

1. Elastic type joint sealants: Hot-poured sealer for PCC pavement joint shall meet requirements of AASHTO M 173; except that use of ground cured rubber scrap is



prohibited. The material when tested at 77oF per AASHTO T 51 shall have a ductility of not less than 40 centimeters. Flow at 140oF shall not exceed 1.0 centimeters.

2. Elastomeric Joint Sealants: Hot-poured elastomeric-type of one-component, hot-applied, concrete joint sealant shall meet the requirements of AASHTO M 282.

3. For use in structures: Preformed expansion joint filler for use in structures shall meet the requirements of AASHTO M 153, Type II or III (Cork or Self-expanding Cork).

4. Fuel-Resistant joint sealant: Hot-poured sealant for use in sealing joints and cracks in PCC pavements subject to exposure to fuels shall meet the requirements of ASTM D 3569 or ASTM D 3581.

5. Joint-Sealants for PCC and asphalt pavements: Hot-poured type sealant for use in sealing joints and cracks in PCC and asphaltic concrete pavements shall meet the requirements of ASTM D 3405.

2.5 COLD-POURED, EMULSION OR MASTIC TYPE

Cold-pour sealer for pavement joints shall meet requirements of ASTM D 1850. These sealers shall have appropriate tinting added during manufacture if necessary to produce a resultant black coloration. Cold pour sealant for wall joints and joints other than paving joints shall meet requirements of FS TT-S-227, Type II.

2.6 JOINT-SEALANT BACKER MATERIALS

A. General: Provide joint-sealant backer materials that are nonstaining; are compatible with joint substrates, sealants, primers, and other joint fillers; and are approved for applications indicated by joint-sealant manufacturer based on field experience and laboratory testing.

B. Round Backer Rods for Cold- and Hot-Applied Sealants: ASTM D 5249, Type 1, of diameter and density required to control sealant depth and prevent bottom-side adhesion of sealant.

C. Backer Strips for Cold- and Hot-Applied Sealants: ASTM D 5249; Type 2; of thickness and width required to control sealant depth, prevent bottom-side adhesion of sealant, and fill remainder of joint opening under sealant.

D. Round Backer Rods for Cold-Applied Sealants: ASTM D 5249, Type 3, of diameter and density required to control sealant depth and prevent bottom-side adhesion of sealant.

2.7 PRIMERS

A. Primers: Product recommended by joint-sealant manufacturer where required for adhesion of sealant to joint substrates indicated, as determined from preconstruction joint-sealant-substrate tests and field tests.

PART 3 - EXECUTION

3.1 EXAMINATION



A. Examine joints indicated to receive joint sealants, with Installer present, for compliance with requirements for joint configuration, installation tolerances, and other conditions affecting joint-sealant performance.

1. Proceed with installation only after unsatisfactory conditions have been corrected.

3.2 PREPARATION

A. Surface Cleaning of Joints: Clean out joints immediately before installing joint sealants to comply with joint-sealant manufacturer's written instructions.

B. Joint Priming: Prime joint substrates where indicated or where recommended in writing by joint-sealant manufacturer, based on preconstruction joint-sealant-substrate tests or prior experience. Apply primer to comply with joint-sealant manufacturer's written instructions. Confine primers to areas of joint-sealant bond; do not allow spillage or migration onto adjoining surfaces.

3.3 INSTALLATION OF JOINT SEALANTS

A. General: Comply with joint-sealant manufacturer's written installation instructions for products and applications indicated, unless more stringent requirements apply.

B. Sealant Installation Standard: Comply with recommendations in ASTM C 1193 for use of joint sealants as applicable to materials, applications, and conditions indicated.

C. Install backer materials of type indicated to support sealants during application and at position required to produce cross-sectional shapes and depths of installed sealants relative to joint widths that allow optimum sealant movement capability.

1. Do not leave gaps between ends of backer materials. 2. Do not stretch, twist, puncture, or tear backer materials. 3. Remove absorbent backer materials that have become wet before sealant application and

replace them with dry materials.

D. Install sealants using proven techniques that comply with the following and at the same time backings are installed:

1. Place sealants so they directly contact and fully wet joint substrates. 2. Completely fill recesses provided for each joint configuration. 3. Produce uniform, cross-sectional shapes and depths relative to joint widths that allow

optimum sealant movement capability.

E. Tooling of Nonsag Sealants: Immediately after sealant application and before skinning or curing begins, tool sealants according to requirements specified below to form smooth, uniform beads of configuration indicated; to eliminate air pockets; and to ensure contact and adhesion of sealant with sides of joint.

1. Remove excess sealants from surfaces adjacent to joint.



2. Use tooling agents that are approved in writing by joint-sealant manufacturer and that do not discolor sealants or adjacent surfaces.

F. Provide joint configuration to comply with joint-sealant manufacturer's written instructions, unless otherwise indicated.

G. Provide recessed joint configuration for silicone sealants of recess depth and at locations indicated.

3.4 CLEANING

A. Clean off excess sealants or sealant smears adjacent to joints as the Work progresses by methods Rejoints occur.

3.5 PROTECTION

A. Protect joint sealants during and after curing period from contact with contaminating substances and from damage resulting from construction operations or other causes so sealants are without deterioration or damage at time of Substantial Completion. If, despite such protection, damage or deterioration occurs, cut out and remove damaged or deteriorated joint sealants immediately and replace with joint sealant so installations with repaired areas are indistinguishable from the original work.



PLANTS 329300 - 1

SECTION 329300 - PLANTS

PART 1 - GENERAL



1.2 SUMMARY

A. Section Includes:

1. Trees. 2. Shrubs. 3. Plants. 4. Tree stabilization.

B. Related Sections:

1. Division 31 Section "Site Clearing" for protection of existing trees and plantings, topsoil stripping and stockpiling, and site clearing.

2. Division 31 Section "Earth Moving" for excavation, filling, and rough grading and for subsurface aggregate drainage and drainage backfill materials.

3. Division 32 Section "Turf and Grasses" for lawn planting.

1.3 DEFINITIONS

A. Backfill: The earth used to replace or the act of replacing earth in an excavation.

B. Balled and Burlapped Stock: Exterior plants dug with firm, natural balls of earth in which they are grown, with ball size not less than sizes indicated; wrapped, tied, rigidly supported, and drum laced as recommended by ANSI Z60.1.

C. Balled and Potted Stock: Exterior plants dug with firm, natural balls of earth in which they are grown and placed, unbroken, in a container. Ball size is not less than sizes indicated.

D. Bare-Root Stock: Exterior plants with a well-branched, fibrous-root system developed by transplanting or root pruning, with soil or growing medium removed, and with not less than minimum root spread according to ANSI Z60.1 for type and size of exterior plant required.

E. Clump: Where three or more young trees were planted in a group and have grown together as a single tree having three or more main stems or trunks.


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F. Container-Grown Stock: Healthy, vigorous, well-rooted exterior plants grown in a container with well-established root system reaching sides of container and maintaining a firm ball when removed from container. Container shall be rigid enough to hold ball shape and protect root mass during shipping and be sized according to ANSI Z60.1 for type and size of exterior plant required.

G. Fabric Bag-Grown Stock: Healthy, vigorous, well-rooted exterior plants established and grown in-ground in a porous fabric bag with well-established root system reaching sides of fabric bag. Fabric bag size is not less than diameter, depth, and volume required by ANSI Z60.1 for type and size of exterior plant.

H. Finish Grade: Elevation of finished surface of planting soil.

I. Manufactured Topsoil: Soil produced off-site by homogeneously blending mineral soils or sand with stabilized organic soil amendments to produce topsoil or planting soil.

J. Multi-Stem: Where three or more main stems arise from the ground from a single root crown or at a point right above the root crown.

K. Planting Soil: Native or imported topsoil, manufactured topsoil, or surface soil modified to become topsoil; mixed with soil amendments.

L. Subgrade: Surface or elevation of subsoil remaining after completing excavation, or top surface of a fill or backfill, before placing planting soil.

M. Subsoil: All soil beneath the topsoil layer of the soil profile, and typified by the lack of organic matter and soil organisms.

1.4 SUBMITTALS

A. Product Data: For each type of product indicated.

B. Samples for Verification: For each of the following:

1. 5 lb (2.2 kg) of mineral mulch for each color and texture of stone required, in labeled plastic bags.

C. Qualification Data: For qualified landscape Installer.

D. Product Certificates: For each type of manufactured product, from manufacturer, and complying with the following:

1. Manufacturer's certified analysis for standard products. 2. Analysis of other materials by a recognized laboratory made according to methods

established by the Association of Official Analytical Chemists, where applicable.

E. Material Test Reports: For existing surface soil and imported topsoil.

F. Planting Schedule: Indicating anticipated planting dates for exterior plants.


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G. Maintenance Instructions: Recommended procedures to be established by Owner for maintenance of exterior plants during a calendar year. Submit before expiration of required maintenance periods.

H. Warranty: Sample of special warranty.


A. Installer Qualifications: A qualified landscape installer whose work has resulted in successful establishment of exterior plants.

1. Installer's Field Supervision: Require Installer to maintain an experienced full-time supervisor on Project site when planting is in progress.

B. Soil-Testing Laboratory Qualifications: An independent laboratory, recognized by the State Department of Agriculture, with the experience and capability to conduct the testing indicated and that specializes in types of tests to be performed.

C. Topsoil Analysis: Furnish soil analysis by a qualified soil-testing laboratory stating percentages of organic matter; gradation of sand, silt, and clay content; cation exchange capacity; sodium absorption ratio; deleterious material; pH; and mineral and plant-nutrient content of topsoil.

1. Report suitability of topsoil for plant growth. State-recommended quantities of nitrogen, phosphorus, and potash nutrients and soil amendments to be added to produce satisfactory topsoil.

D. Provide quality, size, genus, species, and variety of exterior plants indicated, complying with applicable requirements in ANSI Z60.1, "American Standard for Nursery Stock."

1. Selection of exterior plants purchased under allowances will be made by Architect, who will tag plants at their place of growth before they are prepared for transplanting.

E. Tree and Shrub Measurements: Measure according to ANSI Z60.1 with branches and trunks or canes in their normal position. Do not prune to obtain required sizes. Take caliper measurements 6 inches (150 mm) above the ground for trees up to 4-inch (100-mm) caliper size, and 12 inches (300 mm) above the ground for larger sizes. Measure main body of tree or shrub for height and spread; do not measure branches or roots tip-to-tip.

F. Observation: Architect may observe trees and shrubs either at place of growth or at site before planting for compliance with requirements for genus, species, variety, size, and quality. Architect retains right to observe trees and shrubs further for size and condition of balls and root systems, insects, injuries, and latent defects and to reject unsatisfactory or defective material at any time during progress of work. Remove rejected trees or shrubs immediately from Project site.

1. Notify Architect of sources of planting materials (14) days in advance of delivery to site.

G. Preinstallation Conference: Conduct conference at Project site.


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A. Deliver exterior plants freshly dug.

1. Immediately after digging up bare-root stock, pack root system in wet straw, hay, or other suitable material to keep root system moist until planting.

B. Do not prune trees and shrubs before delivery except as approved by Architect. Protect bark, branches, and root systems from sun scald, drying, sweating, whipping, and other handling and tying damage. Do not bend or bind-tie trees or shrubs in such a manner as to destroy their natural shape. Provide protective covering of exterior plants during delivery. Do not drop exterior plants during delivery and handling.

C. Handle planting stock by root ball.

D. Deliver exterior plants after preparations for planting have been completed and install immediately. If planting is delayed more than six hours after delivery, set exterior plants and trees in shade, protect from weather and mechanical damage, and keep roots moist.

1. Heel-in bare-root stock. Soak roots that are in dry condition in water for two hours. Reject dried-out plants.

2. Set balled stock on ground and cover ball with soil, peat moss, sawdust, or other acceptable material.

3. Do not remove container-grown stock from containers before time of planting. 4. Water root systems of exterior plants stored on-site with a fine-mist spray. Water as

often as necessary to maintain root systems in a moist condition.


A. Planting Restrictions: Plant during one of the following periods. Coordinate planting periods with maintenance periods to provide required maintenance from date of Substantial Completion.

1. Spring Planting: February 15 to June 15. 2. Fall Planting: September to November 15.

B. Weather Limitations: Proceed with planting only when existing and forecasted weather conditions permit planting to be performed according to manufacturer's written instructions and warranty requirements.

C. Coordination with Lawns: Plant trees and shrubs after finish grades are established and before planting lawns unless otherwise acceptable to Architect.

1. When planting trees and shrubs after lawns, protect lawn areas and promptly repair damage caused by planting operations.

1.8 WARRANTY


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A. Special Warranty: Installer's standard form in which Installer agrees to repair or replace plantings and accessories that fail in materials, workmanship, or growth within specified warranty period.

1. Failures include, but are not limited to, the following:

a. Death and unsatisfactory growth, except for defects resulting from lack of adequate maintenance, neglect, abuse by Owner, or incidents that are beyond Contractor's control.

b. Structural failures including plantings falling or blowing over.

2. Warranty Periods from Date of Substantial Completion:

a. Trees and Shrubs: One year. b. Ground Cover and Plants: Six months.

3. Include the following remedial actions as a minimum:

a. Remove dead exterior plants immediately. Replace immediately unless required to plant in the succeeding planting season.

b. Replace exterior plants that are more than 25 percent dead or in an unhealthy condition at end of warranty period.

c. A limit of one replacement of each exterior plant will be required except for losses or replacements due to failure to comply with requirements.

d. Provide extended warranty for replaced plant materials; warranty period equal to original warranty period.

1.9 MAINTENANCE SERVICE

A. Initial Maintenance Service for Trees and Shrubs: Provide full maintenance by skilled employees of landscape Installer. Maintain as required in Part 3. Begin maintenance immediately after each area is planted and continue until plantings are acceptably healthy and well established, but for not less than maintenance period below.

1. Maintenance Period: (12) months from date of planting completion.

B. Initial Maintenance Service for Ground Cover and Plants: Provide full maintenance by skilled employees of landscape Installer. Maintain as required in Part 3. Begin maintenance immediately after each area is planted and continue until plantings are acceptably healthy and well established, but for not less than maintenance period below.

1. Maintenance Period: Six months from date of planting completion.

C. Continuing Maintenance Proposal: From Installer to Owner, in the form of a standard yearly (or other period) maintenance agreement, starting on date initial maintenance service is concluded. State services, obligations, conditions, and terms for agreement period and for future renewal options.


PLANTS 329300 - 6

PART 2 - PRODUCTS

2.1 TREE AND SHRUB MATERIAL

A. General: Furnish nursery-grown trees and shrubs complying with ANSI Z60.1, with healthy root systems developed by transplanting or root pruning. Provide well-shaped, fully branched, healthy, vigorous stock free of disease, insects, eggs, larvae, and defects such as knots, sun scald, injuries, abrasions, and disfigurement.

B. Provide trees and shrubs of sizes, grades, and ball or container sizes complying with ANSI Z60.1 for types and form of trees and shrubs required. Trees and shrubs of a larger size may be used if acceptable to Architect, with a proportionate increase in size of roots or balls.

C. Root-Ball Depth: Furnish trees and shrubs with root balls measured from top of root ball, which shall begin at root flare according to ANSI Z60.1. Root flare shall be visible before planting.

D. Label each tree and shrub with securely attached, waterproof tag bearing legible designation of botanical and common name.

E. Label at least one tree and one shrub of each variety and caliper with a securely attached, waterproof tag bearing legible designation of botanical and common name.

F. If formal arrangements or consecutive order of trees or shrubs is shown, select stock for uniform height and spread, and number label to assure symmetry in planting.

2.2 SHADE AND FLOWERING TREES

A. Slower Growth Shade Trees: Single-stem trees with straight trunk, well-balanced crown, and intact leader, of height and caliper indicated, complying with ANSI Z60.1 for type of trees required.

1. Provide balled and burlapped trees. 2. Branching Height: One-half of tree height.

B. Small Upright Trees: Branched or pruned naturally according to species and type, with relationship of caliper, height, and branching according to ANSI Z60.1; stem form as follows:

1. Stem Form: Single trunk. 2. Provide balled and potted trees.

2.3 DECIDUOUS SHRUBS

A. Form and Size: Shrubs with not less than the minimum number of canes required by and measured according to ANSI Z60.1 for type, shape, and height of shrub.

1. Shrub sizes indicated are sizes after pruning.


PLANTS 329300 - 7

2. Provide balled and potted shrubs.

2.4 CONIFEROUS EVERGREENS

A. Form and Size: Normal-quality, well-balanced, coniferous evergreens, of type, height, spread, and shape required, complying with ANSI Z60.1.

2.5 BROADLEAF EVERGREENS

A. Form and Size: Normal-quality, well-balanced, broadleaf evergreens, of type, height, spread, and shape required, complying with ANSI Z60.1.

1. Provide balled and burlapped trees.

2.6 TOPSOIL

A. Topsoil: ASTM D 5268, pH range of 5.5 to 7, a minimum of 6 percent organic material content; free of stones 1 inch (25 mm) or larger in any dimension and other extraneous materials harmful to plant growth.

1. Topsoil Source: Reuse surface soil stockpiled on-site. Verify suitability of stockpiled surface soil to produce topsoil. Clean surface soil of roots, plants, sod, stones, clay lumps, and other extraneous materials harmful to plant growth.

a. Supplement with imported or manufactured topsoil from off-site sources when quantities are insufficient. Obtain topsoil displaced from naturally well-drained construction or mining sites where topsoil occurs at least 4 inches (100 mm) deep; do not obtain from agricultural land, bogs or marshes.

2. Topsoil Source: Import topsoil or manufactured topsoil from off-site sources. Obtain topsoil displaced from naturally well-drained construction or mining sites where topsoil occurs at least 4 inches (100 mm) deep; do not obtain from agricultural land, bogs or marshes.

3. Topsoil Source: Amend existing in-place surface soil to produce topsoil. Verify suitability of surface soil to produce topsoil. Clean surface soil of roots, plants, sod, stones, clay lumps, and other extraneous materials harmful to plant growth.

a. Surface soil may be supplemented with imported or manufactured topsoil from off-site sources. Obtain topsoil displaced from naturally well-drained construction or mining sites where topsoil occurs at least 4 inches (100 mm) deep; do not obtain from [agricultural land, ]bogs or marshes.

2.7 INORGANIC SOIL AMENDMENTS

A. Lime: ASTM C 602, agricultural limestone containing a minimum of 80 percent calcium carbonate equivalent and as follows:


PLANTS 329300 - 8

1. Class: T, with a minimum of 99 percent passing through No. 8 (2.36-mm) sieve and a minimum of 75 percent passing through No. 60 (0.25-mm) sieve.

2. Class: O, with a minimum of 95 percent passing through No. 8 (2.36-mm) sieve and a minimum of 55 percent passing through No. 60 (0.25-mm) sieve.

3. Provide lime in form of dolomitic limestone.

B. Sulfur: Granular, biodegradable, containing a minimum of 90 percent sulfur, with a minimum of 99 percent passing through No. 6 (3.35-mm) sieve and a maximum of 10 percent passing through No. 40 (0.425-mm) sieve.

C. Iron Sulfate: Granulated ferrous sulfate containing a minimum of 20 percent iron and 10 percent sulfur.

D. Aluminum Sulfate: Commercial grade, unadulterated.

E. Perlite: Horticultural perlite, soil amendment grade.

F. Agricultural Gypsum: Finely ground, containing a minimum of 90 percent calcium sulfate.

G. Sand: Clean, washed, natural or manufactured, free of toxic materials.

H. Diatomaceous Earth: Calcined, diatomaceous earth, 90 percent silica, with approximately 140 percent water absorption capacity by weight.

I. Zeolites: Mineral clinoptilolite with at least 60 percent water absorption by weight.

2.8 ORGANIC SOIL AMENDMENTS

A. Compost: Well-composted, stable, and weed-free organic matter, pH range of 5.5 to 8; moisture content 35 to 55 percent by weight; 100 percent passing through 1-inch (25-mm) sieve; soluble salt content of 5 to 10 decisiemens/m; not exceeding 0.5 percent inert contaminants and free of substances toxic to plantings; and as follows:

1. Organic Matter Content: 50 to 60 percent of dry weight. 2. Feedstock: Agricultural, food, or industrial residuals; biosolids; yard trimmings; or

source-separated or compostable mixed solid waste.

B. Peat: Sphagnum peat moss, partially decomposed, finely divided or granular texture, with a pH range of 3.4 to 4.8.

C. Peat: Finely divided or granular texture, with a pH range of 6 to 7.5, containing partially decomposed moss peat, native peat, or reed-sedge peat and having a water-absorbing capacity of 1100 to 2000 percent.

D. Wood Derivatives: Decomposed, nitrogen-treated sawdust, ground bark, or wood waste; of uniform texture, free of chips, stones, sticks, soil, or toxic materials.

1. In lieu of decomposed wood derivatives, mix partially decomposed wood derivatives with ammonium nitrate at a minimum rate of 0.15 lb/cu. ft. of loose sawdust or ground


PLANTS 329300 - 9

bark, or with ammonium sulfate at a minimum rate of 0.25 lb/cu. ft. of loose sawdust or ground bark.

E. Manure: Well-rotted, unleached, stable or cattle manure containing not more than 25 percent by volume of straw, sawdust, or other bedding materials; free of toxic substances, stones, sticks, soil, weed seed, and material harmful to plant growth.

2.9 FERTILIZER

A. Bonemeal: Commercial, raw or steamed, finely ground; a minimum of 4 percent nitrogen and 10 percent phosphoric acid.

B. Superphosphate: Commercial, phosphate mixture, soluble; a minimum of 20 percent available phosphoric acid.

C. Commercial Fertilizer: Commercial-grade complete fertilizer of neutral character, consisting of fast- and slow-release nitrogen, 50 percent derived from natural organic sources of urea formaldehyde, phosphorous, and potassium in the following composition:

1. Composition: 1 lb/1000 sq. ft. (0.45 kg/92.9 sq. m) of actual nitrogen, 4 percent phosphorous, and 2 percent potassium, by weight.

2. Composition: Nitrogen, phosphorous, and potassium in amounts recommended in soil reports from a qualified soil-testing agency.

D. Slow-Release Fertilizer: Granular or pelleted fertilizer consisting of 50 percent water-insoluble nitrogen, phosphorus, and potassium in the following composition:

1. Composition: 20 percent nitrogen, 10 percent phosphorous, and 10 percent potassium, by weight.

2. Composition: Nitrogen, phosphorous, and potassium in amounts recommended in soil reports from a qualified soil-testing agency.

2.10 MULCHES

A. Organic Mulch: Free from deleterious materials and suitable as a top dressing of trees and shrubs, consisting of one of the following:

1. Type: Shredded hardwood.

2.11 WEED-CONTROL BARRIERS

A. Polyethylene Sheeting: ASTM D 4397, black, 0.006-inch (0.15-mm) minimum thickness.

B. Nonwoven Fabric: Polypropylene or polyester fabric, 3 oz./sq. yd. (101g/sq. m) minimum.

C. Composite Fabric: Woven, needle-punched polypropylene substrate bonded to a nonwoven polypropylene fabric, 4.8 oz./sq. yd. (162 g/sq. m).


PLANTS 329300 - 10

2.12 TREE STABILIZATION MATERIALS

A. Stakes and Guys:

1. Upright and Guy Stakes: Rough-sawn, sound, new hardwood, redwood, or pressure-preservative-treated softwood, free of knots, holes, cross grain, and other defects, 2-by-2-inch nominal (38-by-38-mm actual) by length indicated, pointed at one end.

2. Flexible Ties: Wide rubber or elastic bands or straps of length required to reach stakes or turnbuckles.

3. Guys and Tie Wires: ASTM A 641/A 641M, Class 1, galvanized-steel wire, 2-strand, twisted, 0.106 inch (2.7 mm) in diameter.

4. Hose Chafing Guards: Reinforced rubber or plastic hose at least 1/2 inch (13 mm) in diameter, color chosen by Owner, cut to lengths required to protect tree trunks from damage.

5. Guy Cables: 5-strand, 3/16-inch- (4.8-mm-) diameter, galvanized-steel cable, with zinc-coated turnbuckles, a minimum of 3 inches (75 mm) long, with two 3/8-inch (10-mm) galvanized eyebolts.

6. Flags: Standard surveyor's plastic flagging tape, white, 6 inches (150 mm) long.

B. Root-Ball Stabilization Materials:

1. Upright Stakes and Horizontal Hold-Down: Rough-sawn, sound, new hardwood or softwood, free of knots, holes, cross grain, and other defects, 2-by-2-inch nominal (38-by-38-mm actual) by length indicated; stakes pointed at one end.

2. Wood Screws: ASME B18.6.1.

2.13 MISCELLANEOUS PRODUCTS

A. Antidesiccant: Water-insoluble emulsion, permeable moisture retarder, film forming, for trees and shrubs. Deliver in original, sealed, and fully labeled containers and mix according to manufacturer's written instructions.

B. Trunk-Wrap Tape: Two layers of crinkled paper cemented together with bituminous material, 4-inch- (100-mm-) wide minimum, with stretch factor of 33 percent.

2.14 PLANTING SOIL MIX

A. Planting Soil Mix Schedule: Mix topsoil with the following soil amendments in the following quantities:

1. Trees and Shrubs: a. 3/4 Topsoil b. 1/8 Course Sand c. 1/8 Peat 2. Planting Beds:

a. 1/2 Topsoil b. 1/4 Course Sand


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c. 1/8 Peat d. 1/8 Composted Manure

PART 3 - EXECUTION

3.1 EXAMINATION

A. Examine areas to receive exterior plants for compliance with requirements and conditions affecting installation and performance.

B. Proceed with installation only after unsatisfactory conditions have been corrected.

3.2 PREPARATION

A. Protect structures, utilities, sidewalks, pavements, and other facilities, and lawns and existing exterior plants from damage caused by planting operations.

B. Provide erosion-control measures to prevent erosion or displacement of soils and discharge of soil-bearing water runoff or airborne dust to adjacent properties and walkways.

C. Lay out individual tree and shrub locations and areas for multiple plantings. Stake locations, outline areas, adjust locations when requested, and obtain Architect's acceptance of layout before planting. Make minor adjustments as required.

D. Lay out exterior plants at locations directed by Architect. Stake locations of individual trees and shrubs and outline areas for multiple plantings.

E. Trunk Wrapping: Inspect tree trunks for injury, improper pruning, and insect infestation; take corrective measures required before wrapping. Wrap trees of 2-inch (50-mm) caliper and larger with trunk-wrap tape. Start at base of trunk and spiral cover trunk to height of first branches. Overlap wrap, exposing half the width, and securely attach without causing girdling.

F. Apply antidesiccant to trees and shrubs using power spray to provide an adequate film over trunks (before wrapping), branches, stems, twigs, and foliage to protect during digging, handling, and transportation.

1. If deciduous trees or shrubs are moved in full leaf, spray with antidesiccant at nursery before moving and again two weeks after planting.

G. Wrap trees and shrubs with burlap fabric over trunks, branches, stems, twigs, and foliage to protect from wind and other damage during digging, handling, and transportation.

3.3 EXCAVATION FOR TREES AND SHRUBS


PLANTS 329300 - 12

A. Pits and Trenches: Excavate circular pits with sides sloped inward. Trim base leaving center area raised slightly to support root ball and assist in drainage. Do not further disturb base. Scarify sides of plant pit smeared or smoothed during excavation.

1. Excavate approximately three times as wide as ball diameter for balled and burlapped stock.

2. Excavate at least 12 inches (300 mm) wider than root spread and deep enough to accommodate vertical roots for bare-root stock.

3. If drain tile is shown or required under planted areas, excavate to top of porous backfill over tile.

B. Subsoil removed from excavations may not be used as backfill.

C. Obstructions: Notify Architect if unexpected rock or obstructions detrimental to trees or shrubs are encountered in excavations.

1. Hardpan Layer: Drill 6-inch- (150-mm-) diameter holes, 24 inches (600 mm) apart, into free-draining strata or to a depth of 10 feet (3 m), whichever is less, and backfill with free-draining material.

D. Drainage: Notify Architect if subsoil conditions evidence unexpected water seepage or retention in tree or shrub pits.

E. Fill excavations with water and allow to percolate away before positioning trees and shrubs.

3.4 TREE AND SHRUB PLANTING

A. Before planting, verify that root flare is visible at top of root ball according to ANSI Z60.1.

B. Set balled and burlapped stock plumb and in center of pit or trench with top of root ball 2 inches (50 mm) adjacent finish grades.

1. Remove burlap and wire baskets from tops of root balls and partially from sides, but do not remove from under root balls. Remove pallets, if any, before setting. Do not use planting stock if root ball is cracked or broken before or during planting operation.

2. Place planting soil mix around root ball in layers, tamping to settle mix and eliminate voids and air pockets. When pit is approximately one-half backfilled, water thoroughly before placing remainder of backfill. Repeat watering until no more water is absorbed. Water again after placing and tamping final layer of planting soil mix.

C. Set balled and potted stock plumb and in center of pit or trench with top of root ball flush with adjacent finish grades.

1. Carefully remove root ball from container without damaging root ball or plant. 2. Place planting soil mix around root ball in layers, tamping to settle mix and eliminate

voids and air pockets. When pit is approximately one-half backfilled, water thoroughly before placing remainder of backfill. Repeat watering until no more water is absorbed. Water again after placing and tamping final layer of planting soil mix.


PLANTS 329300 - 13

D. Set and support bare-root stock in center of pit or trench with trunk flare 2 inches (50 mm) adjacent finish grade. Spread roots without tangling or turning toward surface, and carefully work backfill around roots by hand. Puddle with water until backfill layers are completely saturated. Plumb before backfilling, and maintain plumb while working backfill around roots and placing layers above roots. Tamp final layer of backfill. Remove injured roots by cutting cleanly; do not break.

E. Organic Mulching: Apply 2-inch (50-mm) average thickness of organic mulch extending 12 inches (300 mm) beyond edge of planting pit or trench. Do not place mulch within 3 inches (75 mm) of trunks or stems.

F. Inspect tree trunks for injury, improper pruning, and insect infestation; take corrective measures required before wrapping. Wrap trees of 2-inch (50-mm) caliper and larger with trunk-wrap tape. Start at base of trunk and spiral cover trunk to height of first branches. Overlap wrap, exposing half the width, and securely attach without causing girdling.

G. Trunk Wrapping: Inspect tree trunks for injury, improper pruning, and insect infestation; take corrective measures required before wrapping. Wrap trees of 2-inch (50-mm) caliper and larger with trunk-wrap tape. Start at base of trunk and spiral cover trunk to height of first branches. Overlap wrap, exposing half the width, and securely attach without causing girdling.

3.5 TREE AND SHRUB PRUNING

A. Remove only dead, dying, or broken branches. Do not prune for shape.

B. Prune, thin, and shape trees and shrubs as directed by Architect.

C. Prune, thin, and shape trees and shrubs according to standard horticultural practice. Prune trees to retain required height and spread. Unless otherwise indicated by Architect, do not cut tree leaders; remove only injured or dead branches from flowering trees. Prune shrubs to retain natural character.

3.6 TREE STABILIZATION

A. Trunk Stabilization: Unless otherwise indicated, provide trunk stabilization as follows:

1. Upright Staking and Tying: Stake trees of 2- through 5-inch (50- through 125-mm) caliper. Stake trees of less than 2-inch (50-mm) caliper only as required to prevent wind tip-out. Use a minimum of 2 stakes of length required to penetrate at least 18 inches (450 mm) below bottom of backfilled excavation and to extend one third of trunk height above grade. Set vertical stakes and space to avoid penetrating root balls or root masses.

2. Use 2 stakes for trees up to 12 feet (3.6 m) high and 2-1/2 inches (63 mm) or less in caliper; 3 stakes for trees less than 14 feet (4.2 m) high and up to 4 inches (100 mm) in caliper. Space stakes equally around trees.

3. Support trees with bands of flexible ties at contact points with tree trunk. Allow enough slack to avoid rigid restraint of tree.

4. Support trees with two strands of tie wire encased in hose sections at contact points with tree trunk. Allow enough slack to avoid rigid restraint of tree.


PLANTS 329300 - 14

B. Guying and Staking: Guy and stake trees exceeding 14 feet (4.2 m) in height and more than 3 inches (75 mm) in caliper unless otherwise indicated. Securely attach no fewer than 3 guys to stakes 30 inches (760 mm) long, driven to grade.

1. For trees more than 6 inches (150 mm) in caliper, anchor guys to pressure-preservative-treated deadmen 8 inches (200 mm) in diameter and 48 inches (1200 mm) long buried at least 36 inches (900 mm) below grade. Provide turnbuckle for each guy wire and tighten securely.

2. Support trees with bands of flexible ties at contact points with tree trunk and reaching to turnbuckle. Allow enough slack to avoid rigid restraint of tree.

3. Support trees with strands of cable or multiple strands of tie wire encased in hose sections at contact points with tree trunk and reaching to turnbuckle. Allow enough slack to avoid rigid restraint of tree.

4. Attach flags to each guy wire, 30 inches (760 mm) above finish grade. 5. Paint turnbuckles with luminescent white paint.

C. Root-Ball Stabilization: Unless otherwise indicated, provide at- or below-grade stabilization system to secure each new planting by the root ball.

1. Wood Hold-Down Method: Horizontal wood hold-down stake placed across top of root ball and screwed at each end to a vertical stake against side of root ball and driven into subsoil.

a. Provide stakes of length required to penetrate at least 18 inches (450 mm) below bottom of backfilled excavation. Saw stakes off at horizontal stake.

b. Install screws through horizontal hold-down and penetrating at least 1 inch (25 mm) into stakes. Predrill holes if necessary to prevent splitting wood.

c. Install second set of stakes on other side of root trunk for larger trees as indicated.

3.7 PLANTING IN PLANTERS

A. Place a layer of drainage gravel at least 4 inches (100 mm) thick in bottom of planters, cover with filter fabric, and fill with planter soil mix. Place soil in lightly compacted layers to an elevation of 1-1/2 inches (38 mm) below top of planter, allowing natural settlement.

3.8 PLANT MAINTENANCE

A. Tree and Shrub Maintenance: Maintain plantings by pruning, cultivating, watering, weeding, fertilizing, restoring planting saucers, adjusting and repairing stakes and guy supports, and resetting to proper grades or vertical position, as required to establish healthy, viable plantings. Spray or treat as required to keep trees and shrubs free of insects and disease. Restore or replace damaged tree wrappings.

B. Ground Cover and Plant Maintenance: Maintain and establish plantings by watering, weeding, fertilizing, mulching, and other operations as required to establish healthy, viable plantings.

3.9 CLEANUP AND PROTECTION


PLANTS 329300 - 15

A. During planting, keep adjacent paving and construction clean and work area in an orderly condition.

B. Protect exterior plants from damage due to landscape operations, operations by other contractors and trades, and others. Maintain protection during installation and maintenance periods. Treat, repair, or replace damaged plantings.

3.10 DISPOSAL

A. Disposal: Remove surplus soil and waste material, including excess subsoil, unsuitable soil, trash, and debris, and legally dispose of them off Owner's property.



COMMON WORK RESULTS FOR UTILITIES 330500 - 1

SECTION 330500 - COMMON WORK RESULTS FOR UTILITIES

PART 1 - GENERAL



1.2 SUMMARY


1. Piping joining materials. 2. Transition fittings. 3. Dielectric fittings. 4. Sleeves. 5. Identification devices. 6. Grout. 7. Flowable fill. 8. Piped utility demolition. 9. Piping system common requirements. 10. Equipment installation common requirements. 11. Painting. 12. Concrete bases. 13. Metal supports and anchorages.

1.3 DEFINITIONS

A. Exposed Installations: Exposed to view outdoors or subject to outdoor ambient temperatures and weather conditions.

B. Concealed Installations: Concealed from view and protected from weather conditions and physical contact by building occupants but subject to outdoor ambient temperatures. Examples include installations within unheated shelters.

C. ABS: Acrylonitrile-butadiene-styrene plastic.

D. CPVC: Chlorinated polyvinyl chloride plastic.

E. PE: Polyethylene plastic.

F. PVC: Polyvinyl chloride plastic.



1.4 SUBMITTALS


1. Dielectric fittings. 2. Identification devices.

B. Welding certificates.


A. Steel Support Welding: Qualify procedures and personnel according to AWS D1.1, "Structural Welding Code - Steel."

B. Steel Piping Welding: Qualify processes and operators according to ASME Boiler and Pressure Vessel Code: Section IX, "Welding and Brazing Qualifications."

1. Comply with provisions in ASME B31 Series, "Code for Pressure Piping." 2. Certify that each welder has passed AWS qualification tests for welding processes

involved and that certification is current.

C. Comply with ASME A13.1 for lettering size, length of color field, colors, and viewing angles of identification devices.


A. Deliver pipes and tubes with factory-applied end caps. Maintain end caps through shipping, storage, and handling to prevent pipe end damage and to prevent entrance of dirt, debris, and moisture.

B. Store plastic pipes protected from direct sunlight. Support to prevent sagging and bending.

1.7 COORDINATION

A. Coordinate installation of required supporting devices and set sleeves in poured-in-place concrete and other structural components as they are constructed.

B. Coordinate installation of identifying devices after completing covering and painting if devices are applied to surfaces.

C. Coordinate size and location of concrete bases. Formwork, reinforcement, and concrete requirements are specified in Division 03.

PART 2 - PRODUCTS



2.1 PIPING JOINING MATERIALS

A. Pipe-Flange Gasket Materials: Suitable for chemical and thermal conditions of piping system contents.

1. ASME B16.21, nonmetallic, flat, asbestos free, 1/8-inch maximum thickness, unless otherwise indicated.

a. Full-Face Type: For flat-face, Class 125, cast-iron and cast-bronze flanges. b. Narrow-Face Type: For raised-face, Class 250, cast-iron and steel flanges.

2. AWWA C110, rubber, flat face, 1/8 inch thick, unless otherwise indicated; and full-face or ring type, unless otherwise indicated.

B. Flange Bolts and Nuts: ASME B18.2.1, carbon steel, unless otherwise indicated.

C. Plastic, Pipe-Flange Gasket, Bolts, and Nuts: Type and material recommended by piping system manufacturer, unless otherwise indicated.

D. Solder Filler Metals: ASTM B 32, lead-free alloys. Include water-flushable flux according to ASTM B 813.

E. Brazing Filler Metals: AWS A5.8, BCuP Series, copper-phosphorus alloys for general-duty brazing, unless otherwise indicated; and AWS A5.8, BAg1, silver alloy for refrigerant piping, unless otherwise indicated.

F. Welding Filler Metals: Comply with AWS D10.12/D10.12M for welding materials appropriate for wall thickness and chemical analysis of steel pipe being welded.

G. Solvent Cements for Joining Plastic Piping:

1. ABS Piping: ASTM D 2235. 2. CPVC Piping: ASTM F 493. 3. PVC Piping: ASTM D 2564. Include primer according to ASTM F 656. 4. PVC to ABS Piping Transition: ASTM D 3138.

H. Fiberglass Pipe Adhesive: As furnished or recommended by pipe manufacturer.

2.2 TRANSITION FITTINGS

A. Transition Fittings, General: Same size as, and with pressure rating at least equal to and with ends compatible with, piping to be joined.

B. Transition Couplings NPS 1-1/2 and Smaller:

1. Underground Piping: Manufactured piping coupling or specified piping system fitting. 2. Aboveground Piping: Specified piping system fitting.

C. AWWA Transition Couplings NPS 2 and Larger:



1. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following:

2. Manufacturers: Subject to compliance with requirements, provide products by one of the following:

a. Cascade Waterworks Mfg. Co. b. Dresser, Inc.; DMD Div. c. Ford Meter Box Company, Inc.; Pipe Products Div. d. JCM Industries. e. Smith-Blair, Inc. f. Viking Johnson.

3. Description: AWWA C219, metal sleeve-type coupling for underground pressure piping.

D. Plastic-to-Metal Transition Fittings:



a. Spears Manufacturing Co.

3. Description: PVC one-piece fitting with manufacturer's Schedule 80 equivalent dimensions; one end with threaded brass insert, and one solvent-cement-joint or threaded end.

E. Plastic-to-Metal Transition Unions:



a. Colonial Engineering, Inc. b. NIBCO INC. c. Spears Manufacturing Co.

3. Description: MSS SP-107, PVC four-part union. Include brass or stainless-steel threaded end, solvent-cement-joint or threaded plastic end, rubber O-ring, and union nut.

F. Flexible Transition Couplings for Underground Nonpressure Drainage Piping:





a. Cascade Waterworks Mfg. Co. b. Fernco, Inc. c. Mission Rubber Company. d. Plastic Oddities.

G. Description: ASTM C 1173 with elastomeric sleeve ends same size as piping to be joined, and corrosion-resistant metal band on each end.

2.3 DIELECTRIC FITTINGS

A. Dielectric Fittings, General: Assembly of copper alloy and ferrous materials or ferrous material body with separating nonconductive insulating material suitable for system fluid, pressure, and temperature.

B. Dielectric Unions:



a. Capitol Manufacturing Co. b. Central Plastics Company. c. Epco Sales, Inc. d. Hart Industries, International, Inc. e. Watts Water Technologies, Inc. f. Zurn Plumbing Products Group; Wilkins Div.

3. Description: Factory fabricated, union, NPS 2 and smaller.

a. Pressure Rating: 150 psig minimum 250 psig at 180 deg F. b. End Connections: Solder-joint copper alloy and threaded ferrous; threaded ferrous.

C. Dielectric Flanges:



a. Capitol Manufacturing Co. b. Central Plastics Company. c. Epco Sales, Inc. d. Watts Water Technologies, Inc.



3. Description: Factory-fabricated, bolted, companion-flange assembly, NPS 2-1/2 to NPS 4 and larger.

a. Pressure Rating: 150 psig minimum 175 psig minimum 300 psig. b. End Connections: Solder-joint copper alloy and threaded ferrous; threaded solder-

joint copper alloy and threaded ferrous.

D. Dielectric-Flange Kits:



a. Advance Products & Systems, Inc. b. Calpico, Inc. c. Central Plastics Company. d. Pipeline Seal and Insulator, Inc.

3. Description: Nonconducting materials for field assembly of companion flanges, NPS 2-1/2 and larger.

a. Pressure Rating: 150 psig minimum. b. Gasket: Neoprene or phenolic. c. Bolt Sleeves: Phenolic or polyethylene. d. Washers: Phenolic with steel backing washers.

E. Dielectric Couplings:



a. Calpico, Inc. b. Lochinvar Corporation.

3. Description: Galvanized-steel coupling with inert and noncorrosive, thermoplastic lining, NPS 3 and smaller.

a. Pressure Rating: 300 psig at 225 deg F. b. End Connections: Threaded.

F. Dielectric Nipples:





a. Perfection Corporation. b. Precision Plumbing Products, Inc. c. Victaulic Company.

3. Description: Electroplated steel nipple with inert and noncorrosive, thermoplastic lining.

a. Pressure Rating: 300 psig at 225 deg F. b. End Connections: Threaded or grooved.

2.4 SLEEVES

A. Mechanical sleeve seals for pipe penetrations are specified in Division 22 Section "Common Work Results for Plumbing."

B. Galvanized-Steel Sheet Sleeves: 0.0239-inch minimum thickness; round tube closed with welded longitudinal joint.

C. Steel Pipe Sleeves: ASTM A 53/A 53M, Type E, Grade B, Schedule 40, galvanized, plain ends.

D. Cast-Iron Sleeves: Cast or fabricated "wall pipe" equivalent to ductile-iron pressure pipe, with plain ends and integral waterstop, unless otherwise indicated.

E. Molded PVC Sleeves: Permanent, with nailing flange for attaching to wooden forms.

F. PVC Pipe Sleeves: ASTM D 1785, Schedule 40.

G. Molded PE Sleeves: Reusable, PE, tapered-cup shaped, and smooth outer surface with nailing flange for attaching to wooden forms.

2.5 IDENTIFICATION DEVICES

A. General: Products specified are for applications referenced in other Division 33 Sections. If more than single type is specified for listed applications, selection is Installer's option.

B. Equipment Nameplates: Metal permanently fastened to equipment with data engraved or stamped.

1. Data: Manufacturer, product name, model number, serial number, capacity, operating and power characteristics, labels of tested compliances, and essential data.

2. Location: Accessible and visible.

C. Stencils: Standard stencils prepared with letter sizes complying with recommendations in ASME A13.1. Minimum letter height is 1-1/4 inches for ducts, and 3/4 inch for access door signs and similar operational instructions.



1. Material: Fiberboard. 2. Stencil Paint: Exterior, oil-based, alkyd-gloss black enamel, unless otherwise indicated.

Paint may be in pressurized spray-can form. 3. Identification Paint: Exterior, oil-based, alkyd enamel in colors according to

ASME A13.1, unless otherwise indicated.

D. Snap-on Plastic Pipe Markers: Manufacturer's standard preprinted, semirigid, snap-on type. Include color-coding according to ASME A13.1, unless otherwise indicated.

E. Pressure-Sensitive Pipe Markers: Manufacturer's standard preprinted, color-coded, pressure-sensitive-vinyl type with permanent adhesive.

F. Pipes with OD, Including Insulation, Less Than 6 Inches: Full-band pipe markers, extending 360 degrees around pipe at each location.

G. Pipes with OD, Including Insulation, 6 Inches and Larger: Either full-band or strip-type pipe markers, at least three times letter height and of length required for label.

H. Lettering: Manufacturer's standard preprinted captions as selected by Architect.

I. Lettering: Use piping system terms indicated and abbreviate only as necessary for each application length.

1. Arrows: Either integrally with piping system service lettering to accommodate both directions of flow, or as separate unit on each pipe marker to indicate direction of flow.

J. Plastic Tape: Manufacturer's standard color-coded, pressure-sensitive, self-adhesive vinyl tape, at least 3 mils thick.

1. Width: 1-1/2 inches on pipes with OD, including insulation, less than 6 inches; 2-1/2 inches for larger pipes.

2. Color: Comply with ASME A13.1, unless otherwise indicated.

K. Valve Tags: Stamped or engraved with 1/4-inch letters for piping system abbreviation and 1/2-inch sequenced numbers. Include 5/32-inch hole for fastener.

1. Material: 0.032-inch- thick, polished brass or aluminum. 2. Material: 0.0375-inch- thick stainless steel. 3. Material: 3/32-inch- thick plastic laminate with 2 black surfaces and a white inner layer. 4. Material: Valve manufacturer's standard solid plastic. 5. Size: 1-1/2 inches in diameter, unless otherwise indicated. 6. Shape: As indicated for each piping system.

L. Valve Tag Fasteners: Brass, wire-link or beaded chain; or brass S-hooks.

M. Engraved Plastic-Laminate Signs: ASTM D 709, Type I, cellulose, paper-base, phenolic-resin-laminate engraving stock; Grade ES-2, black surface, black phenolic core, with white melamine subcore, unless otherwise indicated. Fabricate in sizes required for message. Provide holes for mechanical fastening.



1. Engraving: Engraver's standard letter style, of sizes and with terms to match equipment identification.

2. Thickness: 1/16 inch, unless otherwise indicated. 3. Thickness: 1/16 inch, for units up to 20 sq. in. or 8 inches in length, and 1/8 inch for

larger units. 4. Fasteners: Self-tapping, stainless-steel screws or contact-type permanent adhesive.

N. Plastic Equipment Markers: Manufacturer's standard laminated plastic, in the following color codes:

1. Green: Cooling equipment and components. 2. Yellow: Heating equipment and components. 3. Brown: Energy reclamation equipment and components. 4. Blue: Equipment and components that do not meet criteria above. 5. Hazardous Equipment: Use colors and designs recommended by ASME A13.1. 6. Terminology: Match schedules as closely as possible. Include the following:

a. Name and plan number. b. Equipment service. c. Design capacity. d. Other design parameters such as pressure drop, entering and leaving conditions, and

speed.

7. Size: 2-1/2 by 4 inches for control devices, dampers, and valves; 4-1/2 by 6 inches equipment.

O. Plasticized Tags: Preprinted or partially preprinted, accident-prevention tags, of plasticized card stock with mat finish suitable for writing.

1. Size: 3-1/4 by 5-5/8 inches. 2. Fasteners: Brass grommets and wire. 3. Nomenclature: Large-size primary caption such as DANGER, CAUTION, or DO NOT

OPERATE.

P. Lettering and Graphics: Coordinate names, abbreviations, and other designations used in piped utility identification with corresponding designations indicated. Use numbers, letters, and terms indicated for proper identification, operation, and maintenance of piped utility systems and equipment.

1. Multiple Systems: Identify individual system number and service if multiple systems of same name are indicated.

2.6 GROUT

A. Description: ASTM C 1107, Grade B, nonshrink and nonmetallic, dry hydraulic-cement grout.

1. Characteristics: Post hardening, volume adjusting, nonstaining, noncorrosive, nongaseous, and recommended for interior and exterior applications.

2. Design Mix: 5000-psi, 28-day compressive strength.



3. Packaging: Premixed and factory packaged.

2.7 FLOWABLE FILL

A. Description: Low-strength-concrete, flowable-slurry mix.

1. Cement: ASTM C 150, Type I, portland. 2. Density: 115- to 145-lb/cu. ft. 3. Aggregates: ASTM C 33, natural sand, fine and crushed gravel or stone, coarse. 4. Aggregates: ASTM C 33, natural sand, fine. 5. Admixture: ASTM C 618, fly-ash mineral. 6. Water: Comply with ASTM C 94/C 94M. 7. Strength: 100 to 200 psig at 28 days.

PART 3 - EXECUTION

3.1 PIPED UTILITY DEMOLITION

A. Refer to Division 01 Section "Cutting and Patching" and Division 02 Section "Selective Structure Demolition" for general demolition requirements and procedures.

B. Disconnect, demolish, and remove piped utility systems, equipment, and components indicated to be removed.

1. Piping to Be Removed: Remove portion of piping indicated to be removed and cap or plug remaining piping with same or compatible piping material.

2. Piping to Be Abandoned in Place: Drain piping. Fill abandoned piping with flowable fill, and cap or plug piping with same or compatible piping material.

3. Equipment to Be Removed: Disconnect and cap services and remove equipment. 4. Equipment to Be Removed and Reinstalled: Disconnect and cap services and remove,

clean, and store equipment; when appropriate, reinstall, reconnect, and make operational. 5. Equipment to Be Removed and Salvaged: Disconnect and cap services and remove

equipment and deliver to Owner.

C. If pipe, insulation, or equipment to remain is damaged in appearance or is unserviceable, remove damaged or unserviceable portions and replace with new products of equal capacity and quality.

3.2 DIELECTRIC FITTING APPLICATIONS

A. Dry Piping Systems: Connect piping of dissimilar metals with the following:

1. NPS 2 and Smaller: Dielectric unions. 2. NPS 2-1/2 to NPS 12: Dielectric flanges or dielectric flange kits.

B. Wet Piping Systems: Connect piping of dissimilar metals with the following:



1. NPS 2 (DN 50) and Smaller: Dielectric couplings or dielectric nipples. 2. NPS 2-1/2 to NPS 4: Dielectric nipples. 3. NPS 2-1/2 to NPS 8: Dielectric nipples or dielectric flange kits. 4. NPS 10 and NPS 12: Dielectric flange kits.

3.3 PIPING INSTALLATION

A. Install piping according to the following requirements and Division 33 Sections specifying piping systems.

B. Drawing plans, schematics, and diagrams indicate general location and arrangement of piping systems. Indicated locations and arrangements were used to size pipe and calculate friction loss, expansion, pump sizing, and other design considerations. Install piping as indicated unless deviations to layout are approved on the Coordination Drawings.

C. Install piping indicated to be exposed and piping in equipment rooms and service areas at right angles or parallel to building walls. Diagonal runs are prohibited unless specifically indicated otherwise.

D. Install piping to permit valve servicing.

E. Install piping at indicated slopes.

F. Install piping free of sags and bends.

G. Install fittings for changes in direction and branch connections.

H. Select system components with pressure rating equal to or greater than system operating pressure.

I. Sleeves are not required for core-drilled holes.

J. Permanent sleeves are not required for holes formed by removable PE sleeves.

K. Install sleeves for pipes passing through concrete and masonry walls and concrete floor and roof slabs.

1. Cut sleeves to length for mounting flush with both surfaces.

a. Exception: Extend sleeves installed in floors of equipment areas or other wet areas 2 inches above finished floor level.

2. Install sleeves in new walls and slabs as new walls and slabs are constructed.

a. Steel Pipe Sleeves: For pipes smaller than NPS 6. b. Steel Sheet Sleeves: For pipes NPS 6 and larger, penetrating gypsum-board

partitions.

L. Verify final equipment locations for roughing-in.



M. Refer to equipment specifications in other Sections for roughing-in requirements.

3.4 PIPING JOINT CONSTRUCTION

A. Join pipe and fittings according to the following requirements and Division 33 Sections specifying piping systems.

B. Ream ends of pipes and tubes and remove burrs. Bevel plain ends of steel pipe.

C. Remove scale, slag, dirt, and debris from inside and outside of pipe and fittings before assembly.

D. Threaded Joints: Thread pipe with tapered pipe threads according to ASME B1.20.1. Cut threads full and clean using sharp dies. Ream threaded pipe ends to remove burrs and restore full ID. Join pipe fittings and valves as follows:

1. Apply appropriate tape or thread compound to external pipe threads unless dry seal threading is specified.

2. Damaged Threads: Do not use pipe or pipe fittings with threads that are corroded or damaged. Do not use pipe sections that have cracked or open welds.

E. Welded Joints: Construct joints according to AWS D10.12/D10.12M, using qualified processes and welding operators according to Part 1 "Quality Assurance" Article.

F. Flanged Joints: Select appropriate gasket material, size, type, and thickness for service application. Install gasket concentrically positioned. Use suitable lubricants on bolt threads.

G. Grooved Joints: Assemble joints with grooved-end pipe coupling with coupling housing, gasket, lubricant, and bolts according to coupling and fitting manufacturer's written instructions.

H. Soldered Joints: Apply ASTM B 813 water-flushable flux, unless otherwise indicated, to tube end. Construct joints according to ASTM B 828 or CDA's "Copper Tube Handbook," using lead-free solder alloy (0.20 percent maximum lead content) complying with ASTM B 32.

I. Brazed Joints: Construct joints according to AWS's "Brazing Handbook," "Pipe and Tube" Chapter, using copper-phosphorus brazing filler metal complying with AWS A5.8.

J. Pressure-Sealed Joints: Assemble joints for plain-end copper tube and mechanical pressure seal fitting with proprietary crimping tool to according to fitting manufacturer's written instructions.

K. Plastic Piping Solvent-Cemented Joints: Clean and dry joining surfaces. Join pipe and fittings according to the following:

1. Comply with ASTM F 402 for safe-handling practice of cleaners, primers, and solvent cements.

2. ABS Piping: Join according to ASTM D 2235 and ASTM D 2661 appendixes. 3. CPVC Piping: Join according to ASTM D 2846/D 2846M Appendix. 4. PVC Pressure Piping: Join schedule number ASTM D 1785, PVC pipe and PVC socket

fittings according to ASTM D 2672. Join other-than-schedule-number PVC pipe and socket fittings according to ASTM D 2855.



5. PVC Nonpressure Piping: Join according to ASTM D 2855. 6. PVC to ABS Nonpressure Transition Fittings: Join according to ASTM D 3138

Appendix.

L. Plastic Pressure Piping Gasketed Joints: Join according to ASTM D 3139.

M. Plastic Nonpressure Piping Gasketed Joints: Join according to ASTM D 3212.

N. Plastic Piping Heat-Fusion Joints: Clean and dry joining surfaces by wiping with clean cloth or paper towels. Join according to ASTM D 2657.

1. Plain-End PE Pipe and Fittings: Use butt fusion. 2. Plain-End PE Pipe and Socket Fittings: Use socket fusion.

O. Bonded Joints: Prepare pipe ends and fittings, apply adhesive, and join according to pipe manufacturer's written instructions.

3.5 PIPING CONNECTIONS

A. Make connections according to the following, unless otherwise indicated:

1. Install unions, in piping NPS 2 and smaller, adjacent to each valve and at final connection to each piece of equipment.

2. Install flanges, in piping NPS 2-1/2 and larger, adjacent to flanged valves and at final connection to each piece of equipment.

3. Install dielectric fittings at connections of dissimilar metal pipes.

3.6 EQUIPMENT INSTALLATION

A. Install equipment level and plumb, unless otherwise indicated.

B. Install equipment to facilitate service, maintenance, and repair or replacement of components. Connect equipment for ease of disconnecting, with minimum interference with other installations. Extend grease fittings to an accessible location.

C. Install equipment to allow right of way to piping systems installed at required slope.

3.7 PAINTING

A. Painting of piped utility systems, equipment, and components is specified in Division 09 painting Sections.

B. Damage and Touchup: Repair marred and damaged factory-painted finishes with materials and procedures to match original factory finish.

3.8 IDENTIFICATION



A. Piping Systems: Install pipe markers on each system. Include arrows showing normal direction of flow.

1. Stenciled Markers: According to ASME A13.1. 2. Plastic markers, with application systems. Install on insulation segment if required for hot

noninsulated piping. 3. Locate pipe markers on exposed piping according to the following:

a. Near each valve and control device. b. Near each branch, excluding short takeoffs for equipment and terminal units. Mark

each pipe at branch if flow pattern is not obvious. c. Near locations where pipes pass through walls or floors or enter inaccessible

enclosures. d. At manholes and similar access points that permit view of concealed piping. e. Near major equipment items and other points of origination and termination.

B. Equipment: Install engraved plastic-laminate sign or equipment marker on or near each major item of equipment.

1. Lettering Size: Minimum 1/4 inch high for name of unit if viewing distance is less than 24 inches (610 mm), 1/2 inch high for distances up to 72 inches, and proportionately larger lettering for greater distances. Provide secondary lettering two-thirds to three-fourths of size of principal lettering.

2. Text of Signs: Provide name of identified unit. Include text to distinguish among multiple units, inform user of operational requirements, indicate safety and emergency precautions, and warn of hazards and improper operations.

C. Adjusting: Relocate identifying devices that become visually blocked by work of this or other Divisions.

3.9 CONCRETE BASES

A. Concrete Bases: Anchor equipment to concrete base according to equipment manufacturer's written instructions and according to seismic codes at Project.

1. Construct concrete bases of dimensions indicated, but not less than 4 inches larger in both directions than supported unit.

2. Install dowel rods to connect concrete base to concrete floor. Unless otherwise indicated, install dowel rods on 18-inch centers around the full perimeter of base.

3. Install epoxy-coated anchor bolts for supported equipment that extend through concrete base, and anchor into structural concrete floor.

4. Place and secure anchorage devices. Use supported equipment manufacturer's setting drawings, templates, diagrams, instructions, and directions furnished with items to be embedded.

5. Install anchor bolts to elevations required for proper attachment to supported equipment. 6. Install anchor bolts according to anchor-bolt manufacturer's written instructions. 7. Use 3000-psi (20.7-MPa) 28-day compressive-strength concrete and reinforcement as

specified in Division 03 Section "Cast-in-Place Concrete."



3.10 ERECTION OF METAL SUPPORTS AND ANCHORAGES

A. Refer to Division 05 Section "Metal Fabrications" for structural steel.

B. Cut, fit, and place miscellaneous metal supports accurately in location, alignment, and elevation to support and anchor piped utility materials and equipment.

C. Field Welding: Comply with AWS D1.1/D1.1M.

3.11 GROUTING

A. Mix and install grout for equipment base bearing surfaces, pump and other equipment base plates, and anchors.

B. Clean surfaces that will come into contact with grout.

C. Provide forms as required for placement of grout.

D. Avoid air entrapment during placement of grout.

E. Place grout, completely filling equipment bases.

F. Place grout on concrete bases and provide smooth bearing surface for equipment.

G. Place grout around anchors.

H. Cure placed grout.



STORM UTILITY DRAINAGE PIPING 334100 - 1

SECTION 334100 - STORM UTILITY DRAINAGE PIPING

PART 1 - GENERAL



1.2 SUMMARY

A. This Section includes gravity-flow, non-pressure storm drainage outside the building, with the following components:

1. Special fittings for expansion and deflection. 2. Cleanouts. 3. Drains. 4. Precast concrete and Cast-in-place concrete manholes.

1.3 DEFINITIONS

A. PVC: Polyvinyl chloride plastic.

B. RCP: Reinforced concrete pipe.

C. CI: Cast iron

1.4 PERFORMANCE REQUIREMENTS

A. Gravity-Flow, Nonpressure, Drainage-Piping Pressure Rating: 10-foot head of water. Pipe joints shall be at least silt tight, unless otherwise indicated.

1.5 SUBMITTALS


1. Special pipe fittings. 2. Drains.

B. Shop Drawings: For the following:

1. Manholes: Include plans, elevations, sections, details, and frames and covers. Include design calculations, and concrete design-mix report for cast-in-place manholes.



2. Catch Basins and Stormwater Inlets. Include plans, elevations, sections, details, and frames, covers, and grates.

3. Stormwater Detention Structures: Include plans, elevations, sections, details, frames and covers, design calculations, and concrete design-mix report.

C. Coordination Drawings: Show pipe sizes, locations, and elevations. Show other piping in same trench and clearances from storm drainage system piping. Indicate interface and spatial relationship between manholes, piping, and proximate structures.

D. Profile Drawings: Show system piping in elevation. Draw profiles at horizontal scale of not less than 1 inch equals 50 feet and vertical scale of not less than 1 inch equals 5 feet (1:50). Indicate manholes and piping. Show types, sizes, materials, and elevations of other utilities crossing system piping.

E. Field quality-control test reports.


A. Do not store plastic pipe, and fittings in direct sunlight.

B. Protect pipe, pipe fittings, and seals from dirt and damage.

C. Handle manholes according to manufacturer's written rigging instructions.

D. Handle catch basins and stormwater inlets according to manufacturer's written rigging instructions.


A. Interruption of Existing Storm Drainage Service: Do not interrupt service to facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary service according to requirements indicated:

1. Notify Owner no fewer than fourteen days in advance of proposed interruption of service. 2. Do not proceed with interruption of service without Architect's written permission.

PART 2 - PRODUCTS

2.1 MANUFACTURERS

A. In other Part 2 articles where titles below introduce lists, the following requirements apply to product selection:

1. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, manufacturers specified.



2.2 PIPING MATERIALS

A. Refer to Part 3 "Piping Applications" Article for applications of pipe, fitting, and joining materials.

2.3 HUB-AND-SPIGOT, CAST-IRON SOIL PIPE AND FITTINGS

A. Pipe and Fittings: ASTM A 74, Service and Extra-Heavy classes.

B. Gaskets: ASTM C 564, rubber.

C. Calking Materials: ASTM B 29, pure lead and oakum or hemp fiber.

2.4 PVC PIPE AND FITTINGS

A. PVC Sewer Pipe and Fittings, NPS 15 (DN 375) and Smaller: ASTM D 3034, SDR 35 with bell-and-spigot ends for gasketed joints with ASTM F 477, elastomeric seals.

B. PVC Sewer Pipe and Fittings, NPS 18 (DN 450) and Larger: ASTM F 679, T-1 wall thickness, with bell-and-spigot ends for gasketed joints with ASTM F 477, elastomeric seals.

2.5 CONCRETE PIPE AND FITTINGS

A. Reinforced-Concrete Sewer Pipe and Fittings: ASTM C 76, with bell-and-spigot ends and gasketed joints with ASTM C 443, rubber gaskets.

1. Class IV, Wall A, B or C. 2. Class V, Wall B or C.

2.6 NONPRESSURE-TYPE PIPE COUPLINGS

A. Comply with ASTM C 1173, elastomeric, sleeve-type, reducing or transition coupling, for joining underground nonpressure piping. Include ends of same sizes as piping to be joined, and corrosion-resistant-metal tension band and tightening mechanism on each end.

B. Sleeve Materials:

1. For Concrete Pipes: ASTM C 443 (ASTM C 443M), rubber. 2. For Cast-Iron Soil Pipes: ASTM C 564, rubber. 3. For Plastic Pipes: ASTM F 477, elastomeric seal or ASTM D 5926, PVC. 4. For Dissimilar Pipes: ASTM D 5926, PVC or other material compatible with pipe

materials being joined.

2.7 CLEANOUTS



A. Gray-Iron Cleanouts: ASME A112.36.2M, round, gray-iron housing with clamping device and round, secured, scoriated, gray-iron cover. Include gray-iron ferrule with inside calk or spigot connection and countersunk, tapered-thread, brass closure plug.

1. Available Manufacturers:

a. Josam Company. b. MIFAB Manufacturing, Inc. c. Smith, Jay R. Mfg. Co. d. Wade Div.; Tyler Pipe. e. Watts Industries, Inc. f. Watts Industries, Inc.; Enpoco, Inc. Div. g. Zurn Industries, Inc.; Zurn Specification Drainage Operation.

2. Top-Loading Classification(s): Medium duty. 3. Sewer Pipe Fitting and Riser to Cleanout: ASTM A 74, Service class, cast-iron soil pipe

and fittings.

B. PVC Cleanouts: PVC body with PVC threaded plug. Include PVC sewer pipe fitting and riser to cleanout of same material as sewer piping.


a. Canplas Inc. b. IPS Corporation. c. NDS Inc. d. Plastic Oddities, Inc. e. Sioux Chief Manufacturing Company, Inc. f. Zurn Industries, Inc.; Zurn Light Commercial Specialty Plumbing Products.

2.8 DRAINS

A. Gray-Iron Area Drains: ASME A112.21.1M, round body with anchor flange and round secured grate. Include bottom outlet with inside calk or spigot connection, of sizes indicated.


a. Josam Company. b. MIFAB Manufacturing, Inc. c. Smith, Jay R. Mfg. Co. d. Wade Div.; Tyler Pipe. e. Watts Industries, Inc. f. Watts Industries, Inc.; Enpoco, Inc. Div. g. Zurn Industries, Inc.; Zurn Specification Drainage Operation.

2. Top-Loading Classification(s): Medium and heavy duty.

B. Gray-Iron Trench Drains: ASME A112.21.1M, 6-inch- (150-mm-) wide top surface, rectangular body with anchor flange or other anchoring device, and rectangular secured grate. Include units



of total length indicated and number of bottom outlets with inside calk or spigot connections, of sizes indicated.


a. Josam Company. b. Smith, Jay R. Mfg. Co. c. Wade Div.; Tyler Pipe. d. Watts Industries, Inc. e. Watts Industries, Inc.; Enpoco, Inc. Div. f. Zurn Industries, Inc.; Zurn Specification Drainage Operation.

2. Top-Loading Classification(s): Medium and extra-heavy duty.

2.9 MANHOLES

A. Standard Precast Concrete Manholes: ASTM C 478 (ASTM C 478M), precast, reinforced concrete, of depth indicated, with provision for sealant joints.

1. Diameter: 48 inches (1200 mm) minimum, unless otherwise indicated. 2. Ballast: Increase thickness of precast concrete sections or add concrete to base section, as

required to prevent flotation. 3. Base Section: 6-inch (150-mm) minimum thickness for floor slab and 4-inch (102-mm)

minimum thickness for walls and base riser section, and having separate base slab or base section with integral floor.

4. Riser Sections: 4-inch (102-mm) minimum thickness, and lengths to provide depth indicated.

5. Top Section: Eccentric-cone type unless concentric-cone or flat-slab-top type is indicated. Top of cone of size that matches grade rings.

6. Joint Sealant: ASTM C 990 (ASTM C 990M), bitumen or butyl rubber. 7. Resilient Pipe Connectors: ASTM C 923 (ASTM C 923M), cast or fitted into manhole

walls, for each pipe connection. 8. Steps: ASTM A 615, deformed, 1/2-inch steel reinforcing rods encased in ASTM D 4101,

PP, wide enough to allow worker to place both feet on 1 step and designed to prevent lateral slippage off of step. Cast or anchor steps into sidewalls at 12- to 16-inch (300- to 400-mm) intervals. Omit steps if total depth from floor of manhole to finished grade is less than 60 inches.

9. Adjusting Rings: Interlocking rings with level or sloped edge in thickness and diameter matching manhole frame and cover. Include sealant recommended by ring manufacturer.

10. Grade Rings: Reinforced-concrete rings, 6- to 9-inch (150- to 225-mm) total thickness, to match diameter of manhole frame and cover.

11. Protective Coating: Plant-applied, SSPC-Paint 16, coal-tar, epoxy-polyamide paint; 10-mil (0.26-mm) minimum thickness applied to exterior surfaces.

12. Manhole Frames and Covers: Ferrous; 24-inch (610-mm) ID by 7- to 9-inch (175- to 225-mm) riser with 4-inch- (102-mm-) minimum width flange and 26-inch- (660-mm-) diameter cover. Include indented top design with lettering cast into cover, using wording equivalent to "STORM SEWER."



a. Material: ASTM A 536, Grade 60-40-18 ductile iron, unless otherwise indicated. b. Protective Coating: Foundry-applied, SSPC-Paint 16, coal-tar, epoxy-polyamide

paint; 10-mil (0.26-mm) minimum thickness applied to all surfaces, unless otherwise indicated.

B. Cast-in-Place Concrete Manholes: Construct of reinforced-concrete bottom, walls, and top; designed according to ASTM C 890 for A-16 (ASSHTO HS20-44), heavy-traffic, structural loading; of depth, shape, dimensions, and appurtenances indicated.

1. Ballast: Increase thickness of concrete, as required to prevent flotation. 2. Resilient Pipe Connectors: ASTM C 923 (ASTM C 923M), cast or fitted into manhole

walls, for each pipe connection. 3. Steps: ASTM A 615, deformed, 1/2-inch steel reinforcing rods encased in ASTM D 4101,

PP wide enough to allow worker to place both feet on 1 step and designed to prevent lateral slippage off of step. Cast or anchor steps into sidewalls at 12- to 16-inch (300- to 400-mm) intervals. Omit steps if total depth from floor of manhole to finished grade is less than 60 inches.

4. Adjusting Rings: Interlocking rings with level or sloped edge in thickness and diameter matching manhole frame and cover. Include sealant recommended by ring manufacturer.

5. Grade Rings: Reinforced-concrete rings, 6- to 9-inch (150- to 225-mm) total thickness, to match diameter of manhole frame and cover.

6. Manhole Frames and Covers: Ferrous; 24-inch (610-mm) ID by 7- to 9-inch (175- to 225-mm) riser with 4-inch- (102-mm-) minimum width flange and 26-inch- (660-mm-) diameter cover. Include indented top design with lettering cast into cover, using wording equivalent to "STORM SEWER."

a. Material: ASTM A 536, Grade 60-40-18 ductile iron, unless otherwise indicated. b. Protective Coating: Foundry-applied, SSPC-Paint 16, coal-tar, epoxy-polyamide

paint; 10-mil (0.26-mm) minimum thickness applied to all surfaces, unless otherwise indicated.

2.10 CONCRETE

A. General: Cast-in-place concrete according to ACI 318/318R, ACI 350R, and the following:

1. Cement: ASTM C 150, Type II. 2. Fine Aggregate: ASTM C 33, sand. 3. Coarse Aggregate: ASTM C 33, crushed gravel. 4. Water: Potable.

B. Portland Cement Design Mix: 4000 psi (27.6 MPa) minimum, with 0.45 maximum water-cementitious materials ratio.

1. Reinforcement Fabric: ASTM A 185, steel, welded wire fabric, plain. 2. Reinforcement Bars: ASTM A 615/A 615M, Grade 60 (420 MPa), deformed steel.

C. Ballast and Pipe Supports: Portland cement design mix, 3000 psi (20.7 MPa) minimum, with 0.58 maximum water-cementitious materials ratio.



1. Reinforcement Fabric: ASTM A 185, steel, welded wire fabric, plain. 2. Reinforcement Bars: ASTM A 615/A 615M, Grade 60 (420 MPa), deformed steel.

2.11 CATCH BASINS

A. Standard Precast Concrete Catch Basins: ASTM C 478 (ASTM C 478M), precast, reinforced concrete, of depth indicated, with provision for sealant joints.

1. Base Section: 6-inch (150-mm) minimum thickness for floor slab and 4-inch (102-mm) minimum thickness for walls and base riser section, and having separate base slab or base section with integral floor.

2. Riser Sections: 4-inch (102-mm) minimum thickness, 48-inch (1220-mm) diameter, and lengths to provide depth indicated.

3. Top Section: Eccentric-cone type unless concentric-cone or flat-slab-top type is indicated. Top of cone of size that matches grade rings.

4. Joint Sealant: ASTM C 990 (ASTM C 990M), bitumen or butyl rubber. 5. Adjusting Rings: Interlocking rings with level or sloped edge in thickness and shape

matching catch basin frame and grate. Include sealant recommended by ring manufacturer.

6. Grade Rings: Include 2 or 3 reinforced-concrete rings, of 6- to 9-inch (150- to 229-mm) total thickness, that match 24-inch- (610-mm-) diameter frame and grate.

7. Steps: ASTM A 615, deformed, 1/2-inch steel reinforcing rods encased in ASTM D 4101, PP, wide enough to allow worker to place both feet on 1 step and designed to prevent lateral slippage off of step. Cast or anchor steps into sidewalls at 12- to 16-inch (300- to 400-mm) intervals. Omit steps if total depth from floor of catch basin to finished grade is less than 60 inches.

8. Pipe Connectors: ASTM C 923 (ASTM C 923M), resilient, of size required, for each pipe connecting to base section.

B. Cast-in-Place Concrete, Catch Basins: Construct of reinforced concrete; designed according to ASTM C 890 for structural loading; of depth, shape, dimensions, and appurtenances indicated.

1. Bottom, Walls, and Top: Reinforced concrete. 2. Channels and Benches: Concrete. 3. Steps: ASTM A 615, deformed, 1/2-inch steel reinforcing rods encased in ASTM D 4101,

PP, wide enough to allow worker to place both feet on 1 step and designed to prevent lateral slippage off of step. Cast or anchor steps into sidewalls at 12- to 16-inch (300- to 400-mm) intervals. Omit steps if total depth from floor of catch basin to finished grade is less than 60 inches.

C. Frames and Grates: ASTM A 536, Grade 60-40-18, ductile iron designed for A-16, structural loading. Include flat grate with small square or short-slotted drainage openings.

1. Size: 24 by 24 inches (610 by 610 mm) minimum, unless otherwise indicated. 2. Grate Free Area: Approximately 50 percent, unless otherwise indicated.

D. Frames and Grates: ASTM A 536, Grade 60-40-18, ductile iron designed for A-16, structural loading. Include 24-inch (610-mm) ID by 7- to 9-inch (178- to 229-mm) riser with 4-inch (102-



mm) minimum width flange, and 26-inch- (660-mm-) diameter flat grate with small square or short-slotted drainage openings.

1. Grate Free Area: Approximately 50 percent, unless otherwise indicated.

2.12 STORMWATER INLETS

A. Curb Inlets: Made with vertical curb opening, of materials and dimensions according to utility standards.

B. Gutter Inlets: Made with horizontal gutter opening, of materials and dimensions according to utility standards. Include heavy-duty frames and grates.

C. Combination Inlets: Made with vertical curb and horizontal gutter openings, of materials and dimensions according to utility standards. Include heavy-duty frames and grates.

D. Frames and Grates: Heavy-duty frames and grates according to utility standards.

E. Curb Inlets: Vertical curb opening, of materials and dimensions indicated.

F. Gutter Inlets: Horizontal gutter opening, of materials and dimensions indicated. Include heavy-duty frames and grates.

G. Combination Inlets: Vertical curb and horizontal gutter openings, of materials and dimensions indicated. Include heavy-duty frames and grates.

H. Frames and Grates: Dimensions, opening pattern, free area, and other attributes indicated.

2.13 STORMWATER DETENTION STRUCTURES

A. Cast-in-Place Concrete, Stormwater Detention Structures: Construct of reinforced-concrete bottom, walls, and top; designed according to ASTM C 890 for A-16 (ASSHTO HS20-44), heavy-traffic, structural loading; of depth, shape, dimensions, and appurtenances indicated.

1. Ballast: Increase thickness of concrete, as required to prevent flotation. 2. Grade Rings: Include 2 or 3 reinforced-concrete rings, of 6- to 9-inch (150- to 229-mm)

total thickness, that match 24-inch- (610-mm-) diameter frame and cover. 3. Steps: ASTM A 615, deformed, 1/2-inch steel reinforcing rods encased in ASTM D 4101,

PP, wide enough to allow worker to place both feet on 1 step and designed to prevent lateral slippage off of step. Cast or anchor steps into sidewalls at 12- to 16-inch (300- to 400-mm) intervals. Omit steps if total depth from floor of structure to finished grade is less than 60 inches.

B. Manhole Frames and Covers: ASTM A 536, Grade 60-40-18, ductile-iron castings designed for heavy-duty service. Include 24-inch (610-mm) ID by 7- to 9-inch (178- to 229-mm) riser with 4-inch (102-mm) minimum width flange, and 26-inch- (660-mm-) diameter cover. Include indented top design with lettering "STORM SEWER" cast into cover.



2.14 MISCELLANEOUS MATERIALS

A. Paint: SSPC-Paint 16.

B. PE Sheeting: ASTM D 4397, with at least 8-mil (0.2-mm) thickness.

PART 3 - EXECUTION

3.1 EARTHWORK

A. Excavation, trenching, and backfilling are specified in Division 31 Section "Earth Moving."

3.2 PIPING APPLICATIONS

A. Pipe couplings and special pipe fittings with pressure ratings at least equal to piping rating may be used in applications below, unless otherwise indicated.

1. Use nonpressure-type flexible couplings where required to join gravity-flow, nonpressure sewer piping, unless otherwise indicated. a. Unshielded, increaser/reducer-pattern, flexible or rigid couplings for pipes with

different OD. b. Ring-type flexible couplings for piping of different sizes where annular space

between smaller piping's OD and larger piping's ID permits installation.

B. Special Pipe Fittings: Use for pipe expansion and deflection. Pipe couplings and special pipe fittings with pressure ratings at least equal to piping rating may be used in applications below, unless otherwise indicated.

C. Gravity-Flow, Nonpressure Sewer Piping: Use any of the following pipe materials for each size range:

1. NPS 6 to NPS 12 (DN 150 to DN 300): Hub-and-spigot, Extra-Heavy Service class, cast-iron soil pipe and fittings; gaskets; and gasketed joints.

2. NPS 6 to NPS 12 (DN 150 to DN 300): PVC sewer pipe and fittings, 3. NPS 15 (DN 375): Reinforced-concrete sewer pipe and fittings, gaskets, and gasketed

joints. 4. NPS 18 to NPS 36 (DN 450 to DN 900): Reinforced-concrete sewer pipe and fittings,

gaskets, and gasketed joints. 5. NPS 42 to NPS 60 (DN 1050 to DN 1500): Reinforced-concrete sewer pipe and fittings,

gaskets, and gasketed joints.

3.3 PIPING INSTALLATION

A. General Locations and Arrangements: Drawing plans and details indicate general location and arrangement of underground storm drainage piping. Location and arrangement of piping layout



take design considerations into account. Install piping as indicated, to extent practical. Where specific installation is not indicated, follow piping manufacturer's written instructions.

B. Install piping beginning at low point, true to grades and alignment indicated with unbroken continuity of invert. Place bell ends of piping facing upstream. Install gaskets, seals, sleeves, and couplings according to manufacturer's written instructions for use of lubricants, cements, and other installation requirements.

C. Install manholes for changes in direction unless fittings are indicated. Use fittings for branch connections unless direct tap into existing sewer is indicated.

D. Install proper size increasers, reducers, and couplings where different sizes or materials of pipes and fittings are connected. Reducing size of piping in direction of flow is prohibited.

E. Tunneling: Install pipe under streets or other obstructions that cannot be disturbed by tunneling, jacking, or a combination of both.

F. Install gravity-flow, nonpressure drainage piping according to the following:

1. Install piping pitched down in direction of flow, at minimum slope of [1] percent, unless otherwise indicated.

2. Install piping NPS 6 (DN 150) and larger with restrained joints at tee fittings and at changes in direction. Use corrosion-resistant rods, pipe or fitting manufacturer's proprietary restraint system, or cast-in-place concrete supports or anchors.

3. Install piping with 48-inch minimum cover. 4. Install piping below frost line. 5. Install hub-and-spigot, cast-iron soil piping according to CISPI's "Cast Iron Soil Pipe and

Fittings Handbook." 6. Install PVC sewer piping according to ASTM D 2321 and ASTM F 1668. 7. Install reinforced-concrete sewer piping according to ASTM C 1479 and ACPA's

"Concrete Pipe Installation Manual."

G. Install corrosion-protection piping encasement over the following underground metal piping according to ASTM A 674 or AWWA C105:

1. Hub-and-spigot, cast-iron soil pipe and fittings. 2. Special pipe fittings.

3.4 PIPE JOINT CONSTRUCTION

A. Basic pipe joint construction is specified in Division 33 Section "Common Work Results for Utilities." Where specific joint construction is not indicated, follow piping manufacturer's written instructions.

B. Join gravity-flow, nonpressure drainage piping according to the following:

1. Join hub-and-spigot, cast-iron soil piping with gasket joints according to CISPI's "Cast Iron Soil Pipe and Fittings Handbook" for compression joints.



2. Join PVC sewer piping according to ASTM D 2321 and ASTM D 3034 for elastomeric-seal joints or ASTM D 3034 for elastomeric gasket joints.

3. Join reinforced-concrete sewer piping according to ACPA's "Concrete Pipe Installation Manual" for rubber-gasket joints.

4. Join dissimilar pipe materials with nonpressure-type flexible or rigid couplings.

C. Join dissimilar pipe materials with pressure-type couplings.

3.5 CLEANOUT INSTALLATION

A. Install cleanouts and riser extension from sewer pipe to cleanout at grade. Use cast-iron soil pipe fittings in sewer pipes at branches for cleanouts and cast-iron soil pipe for riser extensions to cleanouts. Install piping so cleanouts open in direction of flow in sewer pipe.

1. Use light-duty, top-loading classification cleanouts in earth or unpaved foot-traffic areas. 2. Use medium-duty, top-loading classification cleanouts in paved foot-traffic areas. 3. Use heavy-duty, top-loading classification cleanouts in vehicle-traffic service areas. 4. Use extra-heavy-duty, top-loading classification cleanouts in roads areas.

B. Set cleanout frames and covers in earth in cast-in-place concrete block, 18 by 18 by 12 inches deep.

C. Set cleanout frames and covers in concrete pavement with tops flush with pavement surface.

3.6 DRAIN INSTALLATION

A. Install type of drains in locations indicated.

1. Use light-duty, top-loading classification drains in earth or unpaved foot-traffic areas. 2. Use medium-duty, top-loading classification drains in paved foot-traffic areas. 3. Use heavy-duty, top-loading classification drains in vehicle-traffic service areas. 4. Use extra-heavy-duty, top-loading classification drains in roads areas.

B. Embed drains in 4-inch (102-mm) minimum depth of concrete around bottom and sides.

C. Fasten grates to drains if indicated.

D. Set drain frames and covers with tops flush with pavement surface.

E. Assemble trench sections with flanged joints.

F. Embed trench sections in 4-inch minimum concrete around bottom and sides.

3.7 MANHOLE INSTALLATION

A. General: Install manholes, complete with appurtenances and accessories indicated.



B. Install precast concrete manhole sections according to ASTM C 891.

C. Construct cast-in-place manholes as indicated.

D. Set tops of frames and covers flush with finished surface of manholes that occur in pavements. Set tops 3 inches above finished surface elsewhere, unless otherwise indicated.

3.8 CATCH BASIN INSTALLATION

A. Construct catch basins to sizes and shapes indicated.

B. Set frames and grates to elevations indicated.

3.9 CONCRETE PLACEMENT

A. Place cast-in-place concrete according to ACI 318/318R.

3.10 CONNECTIONS

A. Connect nonpressure, gravity-flow drainage piping in building's storm building drains specified in Division 22 Section "Facility Storm Drainage Piping."

3.11 CLOSING ABANDONED STORM DRAINAGE SYSTEMS

A. Abandoned Piping: Close open ends of abandoned underground piping indicated to remain in place. Include closures strong enough to withstand hydrostatic and earth pressures that may result after ends of abandoned piping have been closed. Use either procedure below:

1. Close open ends of piping with at least 8-inch- thick, brick masonry bulkheads. 2. Close open ends of piping with threaded metal caps, plastic plugs, or other acceptable

methods suitable for size and type of material being closed. Do not use wood plugs.

B. Abandoned Manholes and Structures: Excavate around manholes and structures as required and use one procedure below:

1. Remove manhole or structure and close open ends of remaining piping. 2. Remove top of manhole or structure down to at least 36 inches below final grade. Fill to

within 12 inches of top with stone, rubble, gravel, or compacted dirt. Fill to top with concrete.

C. Backfill to grade according to Division 31 Section "Earth Moving."

3.12 PAINTING



A. Clean and prepare concrete manhole surfaces for field painting. Remove loose efflorescence, chalk, dust, grease, oils, and release agents. Roughen surface as required to remove glaze. Paint the following concrete surfaces as recommended by paint manufacturer:

1. Cast-in-Place-Concrete Manholes: All exterior, except bottom. 2. Precast Concrete Manholes: All exterior.

B. Prepare ferrous frame and cover surfaces according to SSPC-PA 1 and paint according to SSPC-PA 1 and SSPC-Paint 16. Do not paint surfaces with foundry-applied, corrosion-resistant coating.

3.13 IDENTIFICATION

A. Materials and their installation are specified in Division 31 Section "Earth Moving." Arrange for installation of green warning tape directly over piping and at outside edge of underground structures.

1. Use warning tape or detectable warning tape over ferrous piping. 2. Use detectable warning tape over nonferrous piping and over edges of underground

structures.


A. Inspect interior of piping to determine whether line displacement or other damage has occurred. Inspect after approximately 24 inches (610 mm) of backfill is in place, and again at completion of Project.

1. Submit separate reports for each system inspection. 2. Defects requiring correction include the following:

a. Alignment: Less than full diameter of inside of pipe is visible between structures. b. Deflection: Flexible piping with deflection that prevents passage of ball or cylinder

of size not less than 92.5 percent of piping diameter. c. Crushed, broken, cracked, or otherwise damaged piping. d. Infiltration: Water leakage into piping. e. Exfiltration: Water leakage from or around piping.

3. Replace defective piping using new materials, and repeat inspections until defects are within allowances specified.

4. Reinspect and repeat procedure until results are satisfactory.

B. Test new piping systems, and parts of existing systems that have been altered, extended, or repaired, for leaks and defects.

1. Do not enclose, cover, or put into service before inspection and approval. 2. Test completed piping systems according to authorities having jurisdiction. 3. Schedule tests and inspections by authorities having jurisdiction with at least 24 hours'

advance notice.



4. Submit separate report for each test. 5. Gravity-Flow Storm Drainage Piping: Test according to requirements of authorities

having jurisdiction, UNI-B-6, and the following:

a. Exception: Piping with soiltight joints unless required by authorities having jurisdiction.

b. Option: Test plastic piping according to ASTM F 1417. c. Option: Test concrete piping according to ASTM C 924 (ASTM C 924M).

C. Leaks and loss in test pressure constitute defects that must be repaired.

D. Replace leaking piping using new materials, and repeat testing until leakage is within allowances specified.

3.15 CLEANING

A. Clean interior of piping of dirt and superfluous materials. Flush with potable water.



Engine Company 15, Training Area Renovation Electrical Specifications

ELECTRICAL SPECIAL PROVISIONS FOR FEMS EC #15



All work under this section is to be used in conjunction with Drawings #LT-01 through LT-07 of the contract drawings. 1. PARKING LOT LIGHTING AND GATE SCOPE

1) Furnish and install conduits, pull boxes, 5A light poles, LED luminaires, photo

controls, feeder cables, cables in poles, and all necessary electrical splices. 2) Furnish and install double swing gate, gate operator, and card reader system.

3) Other essentials necessary for the satisfactory installation of the lighting and gate

system shown on the plans, whether specifically mentioned or not. Engine Company 15 will supply the power to the permanent lighting system. The Contractor shall install the new feeder cables into Engine Company 15’s facilities, under their supervision and inspection. 2. LIGHTING AND GATE GENERAL REQUIREMENTS

All work performed under this contract shall conform to the National Electrical Code (NEC), District of Columbia Electrical Code, District of Columbia Standard Specifications (2009 Edition, also know as the Blue Book), Streetlight Electrical Specifications and District of Columbia Streetlight Policy and Design Guidelines (March 2005). The electrical contractor must be licensed and bonded in the District of Columbia and must apply for an electrical permit to perform electrical work in public space. An electrical permit may be obtained by contacting the Public Space Permit Office located at 1100 4th Street, S.W. Washington, D.C. 20024. This application must be signed by a Master Electrician or Electrical Engineer who is licensed in the District of Columbia. The Contractor’s employees installing the electrical work must be licensed in the District of Columbia as a Master Electrician, Electrician or Apprentice Electrician. When Apprentice Electricians are working, a Master Electrician or a Journeyman Electrician must be on the project site for personnel supervision. The Contractor shall have a copy of the drawings, Electrical Permit and all approved Catalog Cuts on the job at all times when electrical work is being performed. The contractor shall record all daily and weekly activities in Microsoft Office Project and submit to USRC on a weekly basis or/as directed by the Project Engineer.



Violation of any electrical code, the Special Provisions, Standard Specifications for Highways and Structures, 2009, or any other requirements will cause the work to be STOPPED IMMEDIATELY. The Contractor is put on notice that long lead times are required to obtain the lighting posts from the manufacturers. Therefore, in scheduling the work, he/she shall take the long lead times into consideration. The Contractor will not be given additional time for completion of the project. Engine Company 15 will supply power for the lighting and gate systems. All work involved with Engine Company 15 facilities shall be performed in conformance with their requirements. The Contractor shall install the new feeder cables into Engine Company 15’s facilities, under their supervision and inspection. The Contractor shall be expected to perform electrical work on D.C. cables with the knowledge that the circuits are energized. The Contractor, upon completion of the project, shall submit five (5) complete sets of as-built drawings, as well as electronic CD-Rom files of the lighting and gate portion of the project to the Owner. The set of drawings shall bear the signature of an officer of the Contractor’s organization, certifying compliance with as-built conditions.

Unless otherwise noted in the plans and this special provision, the Contractor shall be responsible for furnishing all proposed materials associated with the electrical work. The Contractor shall be responsible for submitting to the Owner catalog cuts and/or samples of all materials to be furnished for lighting and gate work. Procurement of all such materials by the Contractor may not begin until written approval is obtained from the Owner.

3. PAVEMENT RESTORATION As directed by the Engineer for temporary pavement restoration, the trench shall be backfilled to the bottom of the existing pavement surface. The Contractor shall apply a temporary patch over the backfill until such time as final restoration can be completed.

4. CONCRETE ENCASEMENT

PCC mix design for encased conduits shall conform to DDOT Blue Book 817.03 for Class F General Use, with a minimum 28-day compressive strength of 3,500 PSI on



field test cylinders made in the field and cured in the laboratory. All conduits shall be encased to provide a 4 inch minimum cover all around the conduit. If existing utilities or conduits are present in the trench, these utilities or conduits shall be surrounded with an encasement of at least 3 inches of sandy fill that is free from objects which might damage the conduit. PCC encasement shall then be placed over the sand encasement to the appropriate level. 5. CONDUITS

Conduits shall conform to the requirements of these Special Provisions, streetlight electrical specifications and DDOT Standard Specifications for Highways and Structures, 2009. Two (2) sizes of conduits shall be used in this project. Four-inch conduit shall be installed between pull boxes. Two-inch conduit is for the connection from the pull box to each light pole. All conduits shall be rigid, gray Polyvinyl Chloride (PVC) Schedule 40 conforming to the requirements of NEMA TC-2 and WC-1094. Conduits and fittings shall bear Underwriter’s Laboratories, Inc. label. Conduit shall be in factory-supplied lengths, and shall be marked with the manufacturer’s name, trade name, or trademark, nominal trade size, and type of material. All joints shall be water-tight. Solvent cement used for joining PVC conduit shall conform to the requirements of ASTM D2564. All bends shall be of long sweep, free of kinks and of such easy curvature as to permit cable pulling without undue tension on conductors or damage to the insulation. Conduit runs as shown on the plans may be changed to avoid underground obstructions only with written approval by the Engineer. Unless otherwise shown, conduits shall be placed a minimum depth of 36 inches below final grade, or at greater depths if required to obtain the necessary utility clearance, and shall slope at a minimum rate of 3 inches per 100 feet of length to a foundation, or pull box. All conduit fittings shall be free from burrs and rough places and all conduit runs shall be cleaned and swabbed before cables are installed. Cut conduits shall be reamed before fittings and cables are installed. Standard manufactured elbows, bushings, reducers, bends, couplings, etc. of the same materials as the straight conduit pipe shall be used, as required throughout the conduit system. Bends shall meet the requirements of NEC Article 352-24.

6. PULL BOXES

Pull boxes shall conform to the requirements of the Contract Drawings and these Special Provisions.



Pull boxes at locations shown in contract plans shall be constructed as detailed in the Contract Drawings. Pull boxes can be pre-cast or cast-in-place and shall comply with the following requirements: 1) PCC Mix Design - Shall conform to DDOT Blue Book 817.03 for Class B,

structural, minimum 28-day compressive strength of 4,500 psi on field test cylinders made in the field and cured in the laboratory.

2) Curing Material - Shall conform to DDOT Blue Book 814.03 for Membrane Cure. 3) Reinforcing Steel - Shall conform to DDOT Blue Book 812.02 of the Standard

Specifications, for Grade 60. 4) Frame and Covers - Shall be gray iron casting conforming to the requirements of

815.04 of the Standard Specifications. The word "DCSL – TS” in 1-inch letters shall be cast in the center depression of the top of cover and shall be flush with the surface of cover.

5) Pre-cast Reinforced Concrete - Shall meet the requirements of DDOT Blue Book

822.04 of the Standard Specifications. 6) Cable racks shall be PVC with cable insulators. Pull boxes shall be installed flush with the ground, pavement or sidewalk. The drain hole shall be filled with aggregate conforming to the requirements of DDOT Blue Book 803.02, Grading No. 67. Conduit entering pull boxes shall be terminated flush with the inside wall. Conduits shall be aligned in as nearly a straight line as possible to allow for each of pulling cable. The space remaining between the conduit and the structure wall shall be filled or patched with concrete or acceptable equal so there will be no leakage. Pull boxes shall be seated on trench fill meeting the requirements of DDOT Blue Book 804.05 in order to prevent settlement.

7. CABLES

All underground current carrying conductors used for lighting shall be copper, stranded type, RHW-2, 90 C, conforming to IPCA Pub. No. S-68-516/NEMA WC8 for ethylene-propylene-rubber insulated cable. The outside jacket shall conform to IPCA Pub. No. S-19-81.

8. SPLICES



Splices in wires and cables shall be accomplished by means of compression pressure connections. The connectors shall be suitable for the size wire used and shall be of one-piece tubular tinned copper or bolted type copper construction. The indenture shall be such as to assure maximum electrical connection and sufficient physical strength. The connection shall be covered with cross-linked polyoltin shrinkable tubing. The tubing shall be heavy wall rated 600 V 90C and conform to UL 486D, CSA C22.2 No. 198.2 and ANSI C119.1 and Western Underground Guides 2.4, 2.5. If shrinkable tubing is not feasible for a particular connection, the connection shall be covered with Super 88 Scotch plastic electric tape manufactured by Minnesota Mining and Manufacturing Company, or type CW as manufactured by Plymouth Manufacturing Company or other approved equal half-lapped into a thickness not less than 50 percent greater than the conductor insulation. An approved waterproof coating shall be applied on the outer cover. Wires shall be tagged as specified in DDOT Blue Book 621.13.

9. GROUNDING AND BONDING

One copper-clad ground rod shall be installed in each pull box and light pole foundation. The grounding electrode conductor shall be sized in accordance with the National Electric Code. The ground wire shall be installed with other conductors when they were pulled. Grounding shall be accomplished as soon as materials are in place to which the grounding wires are to be attached. Material used for installation of grounding systems shall meet the requirements specified in 621.06, and the following:

1) Ground Rods - Shall be copper-clad rods conforming to the requirements of UL -

467. Ground rods shall have a diameter of at least 3/4 inches and a length of at least 15 feet, (10’ for use in grounding pull boxes) or minimum soil contact of 8’).

2) Ground Wires - Shall be at least No. 8 AWG for light grounding 3) Ground Clamps - Shall be heavy-duty bronze, brass or galvanized malleable iron

conforming to the requirements of ASTM A220, any grade. 4) All pull box-grounding connections including frame and cover and ground rod

connections shall be made using exothermic welding.

The Contractor shall in each District owned pull box bond the neutral conductor and the system ground wire to the pull box-grounding electrode. Each metal light pole shall be grounded to the adjacent pull box with a #8 stranded copper wire, which shall be connected to the post shaft and the pull box grounding buss with a solder-less bolted post or lug, with non-corrosive components.

10. LED LUMINAIRE



Provide luminaires as indicated and complete with LED light source and power supply unit. Details, shapes, and dimensions are indicative of the general type desired, but are not intended to restrict selection to luminaires of a particular manufacturer. Luminaires of similar designs, light distribution and brightness characteristics, and of equal finish and quality will be acceptable.

Light Source / Optical Requirements

1. Luminaire shall be full cutoff or fully shielded as defined by IESNA RP-8.

2. Correlated color temperature (CCT) ≥ 4500° K.

3. Color rendering index (CRI): ≥ 70.

4. Light Distribution shall be Type II/III/IV. It will be as specified in the contact document.

5. Lumen Depreciation of LED Light Source - Must comply with IESNA LM-80. LED module shall deliver at least 70% of initial lumens, when installed for a minimum of 50,000 hours.

6. Minimum Light Output shall be functionally one-to-one replaceable to up to 150, 250, and 400 watt (threshold may change in future) equivalent HPS Cobrahead producing the equal illuminance (fc) and uniformity ratio on the alleyway.

7. Minimum Luminaire Efficacy - 70 lm/W

8. LM-79 Test - Provide Independent Testing according to IES LM-79 that provides efficacy, output, color, and photometric distribution of your product. An Integrating Sphere Test will be required to provide color information. A Goniophotometer test by itself is not adequate.

9. Lifetime - Provide written explanation of how L70 Lifetime of Product is determined using the LM-80 and In-situ temperature tests referenced below.

a. LM-80 Test - Provide LED Package Manufacturer IES LM-80 Test Report with results showing relative (%) light output over time at 55°C, 85°C and X°C (a third temperature at the manufacturer’s choice).

b. In-Situ Temperature Test - Provide test report indicating the Temperature of the hottest LED In-Situ in ANSI/UL 1598-04 (hardwired) or ANSI/UL 153-05 (corded) environments. This temperature measurement will be used with LM-80 data to validate lumen maintenance and useful life of product. Note that this temperature measurement should be specially requested by the manufacturer as they are getting their UL testing.

10. Where LEDs are connected in series and a single LED failure results in greater than 5% light loss of the overall luminaire output, a bypass circuit shall be utilized. This bypass circuit shall allow the remaining LEDs in the series circuit to remain powered.



11. The light must appear to be a single source (regardless of the number of drivers) to the road users.

12. The luminaire for alleyway application shall be equivalent to LSG-LSR1/LSR2 or approved equal. The luminaire for roadway application shall be equivalent to Philips 135W80LED4K and Philips 270W160LED4K or approved equal.

Hardware Requirements

1. Housing assembly:

a. Shall be primarily constructed of metal.

b. Finish shall be grey/black in color, polyester powder coated and resists rust.

c. Driver must be internally mounted and replaceable.

d. Captive screws are needed on any components that require maintenance after installation.

e. No parts shall be constructed of polycarbonate unless it is UV stabilized (Lens Discoloration shall be considered a failure under warranty).

f. The luminaire must have a self leveling mechanism.

g. The luminaire shall be filtered against entry of insects, rain, dust, and other offending foreign matter.

h. The luminaire shall be marked, using standard EE-1 NEMA marking, showing the lamp type and wattage. The marking shall be affixed to the underside of the luminaire housing and to the rear of the reflector.

2. Mounting arm connection (for Cobrahead only)

a. Luminaire shall mount on 1-1/4” to 2” arm and shall have not more than 8 inch long nor less than 5 inch horizontal insertion length on the 2 inch bracket arms and shall be adequately equipped with clamping and leveling devices or a similar mechanism to allow proper clamping and positioning of the luminaire on the bracket arms.

b. The clamping mechanism shall contain 4 bolts that do not pass through the housing. Clamping with only two bolts is not acceptable. The clamp must be able to accept a 1 1/4 to 2 inch pipe bracket without having to rearrange the clamp.

3. Photoelectric (PE) Cell Receptacle

a. Shall have a 3-prong twist locking ANSI C136.10 photocell receptacle (for Cobrahead).

b. Photocell adapter must be built into the housing and be directionally adjusted without the use of tools.

4. House Shield - Shall provide option for house side light control



5. Luminaire shall not weigh more than 35 lbs.

6. Dimensions (Approx.) (For Cobrahead) -Luminaire shall not be larger than 30” long x 16” wide x 6” tall.

7. Operating Environment - Luminaire shall be able to operate normally in temperatures from -40°F to 120°F

8. Cooling System - Thermal management shall be passive by design and shall consist of heat sinks with no fans, pumps, or liquids and must be resistant to debris buildup.

9. Luminaires shall be fully assembled and electrically tested prior to shipment from factory.

10. The fixture must not contain any moving parts.

11. The driver must be located inside the housing, but should be easily accessible.

12. For all mast-arm-mounted luminaires, a wildlife shield shall be included on the fixture to prevent wildlife access.

13. Optical system for roadway luminaires, including the driver, shall be sealed and rated for IP65 as defined in IEC 60529. Wiring compartments shall be IP20 compliant, but individual internal electronic components must be rated at a minimum of IP54.

14. The coating shall be capable of surviving ASTM B117 salt fog environment for 500 hours minimum without blistering or peeling.

15. The coating shall demonstrate gloss retention of greater than or equal to 90% for 1000 hours’ exposure QUV test per ASTM G53 UVB313, 4 hour UV-B 60 °C/4 hour condensation 50 °C.

16. The luminaire shall have been certified compliant with ANSI C136.31 having been subjected to 100,000 cycles of 2G at the resonant frequency of the luminaire applied at the center of gravity of the luminaire on three primary axes without damage to the luminaire. The luminaire shall be fully functional upon completing the test.

17. The luminaire shall be fully functional after testing for thermal shock according to IEC 60068-2-14.

18. The luminaire shall be fully functional after testing for damp heat, steady state, high humidity, and high temperatures according to IEC 60068-2-78.

19. If a lens not integral to the luminaire is used, optical enclosure (lens/window) shall be constructed from clear and UV-resistant acrylic or tempered glass.

20. At least 80% of the luminaire material by weight shall be recyclable at manufacturer’s stated end of life.

21. Luminaires shall incorporate modular electrical connections and constructed to allow replacement of all or part of the optics, heat sinks, power supply units, and electrical components using only a simple tool, such as a screwdriver.



22. Luminaires shall have a nameplate bearing the manufacturer's name, 125address, model number, date of manufacture, and serial number securely affixed in a conspicuous place; the nameplate of the distributing agent will not be acceptable.

23. The luminaire fixture weight and effective projected area shall not exceed the poles requirements for wind loading.

24. Roadway and area mast-arm-mounted luminaires shall have an integral tilt adjustment of ± 6°, ANSI C136.3.

25. Driver shall be protected against damage due to either an open circuit or short circuit fault condition on the driver output. The driver shall resume normal operation when the fault is removed.

26. Over-temperature protection shall be provided and cut-off output power if case temperature limit is exceeded.

27. Reduction of hazardous substances (RoHS) compliant.

Power Supply/Driver Requirements

1. Off State Power Consumption - The power draw of the luminaire including PE devices must be zero watts when in the off state.

2. On State Power Consumption - The luminaire must use at least 40% less energy compared to its commercially available High Pressure Sodium counterpart.

3. Power Factor (PF): ≥ 90%

4. Operating Voltage - 120-240 volts

5. Operating Temperature - Shall operate between -40°F and 120°F

6. Frequency - Output operating frequency must be ≥ 120 Hz and input operating frequency of 60 Hz.

7. Interference -Shall meet FCC 47 CFR Part 15/18

8. Startup - Must be instant restart

9. The maximum drive current to the LEDs shall not exceed that recommended by the LED manufacturer. Documentation from the LED manufacturer shall be provided showing maximum current allowed and where the current output from the driver is not what is flowing into the LEDs. A schematic with calculations shall be provided to show what driver current does flow to the LEDs.

10. Maximum case temperature and measurement location shall be clearly marked on the driver case.

11. Fluctuations in line voltage up to 15% shall have no visible effect on the luminous output.

12. Operating frequency: 60 Hz ± 5%.



13. Total current harmonic distortion (THD) for current: ≤ 15%.

14. Drivers shall be UL 8750 compliant.

Wiring Requirements

1. All factory electrical connections shall be made using crimp, locking, or latching style connectors. Twist-style wire nuts and tap-style stripless connectors are not acceptable.

2. Local area network (LAN), wireless, radio, modem, power line carrier, and other communication methods other than hard-wired switches for LED light fixture control shall be non-proprietary and compatible with control monitoring system available in the market.

Surge Protection Requirements

1. The luminaire manufacturer shall provide surge protection on each luminaire and certify that it has been tested in accordance with ANSI/IEEE C62.41.2 guidelines. Surge rating 10 kV, 10 kA.

Warranties

LED fixture warranties shall be provided in accordance with Specifications and the following:

1. Luminaire must have a minimum five (5) Year warranty due to any failure. The Warranty shall provide for the repair or replacement of defective electrical parts including but not limited to the light source and power supplies/driver for a minimum of eight (8) years. Shipping shall be included.

2. The LED luminaire warranties shall begin on the date of final acceptance of the installation by the DDOT officer or designated representative.

The contractor shall install luminaires in accordance with the design engineer’s and manufacturer’s requirements and shall obtain written concurrence from the luminaire manufacturer that the installation is compliant with their requirements. The signed memo, including post-installation field measurements, shall become part of the warranty package and be included in the final deliverables to the DDOT.

3. The contractor shall provide to the DDOT contracting officer written documentation of its ability to satisfy a worst-case, catastrophic warranty claim. The documentation shall clearly disclose the country in which the factory of fixture origin is located and the name of the company or organization that owns the factory (including all parent companies and/or organizations and their respective countries of corporate citizenship).



11. LAMPS Shall meet the requirements of DDOT Blue Book 820.03.

12. ELECTRONIC PHOTOCONTROL AND CYCLE DETECTION DEVICE AND ELECTRONIC BUTTON TYPE PHOTO CONTROL

Shall meet the requirements of DDOT Blue Book 820.03.

13. ELECTRICAL TESTS Applicable Tests shall be performed in accordance with DDOT Blue Book 621.16 and 621.06. Defects in materials or workmanship in the installation as disclosed by the test shall be corrected or replaced by the Contractor without additional compensation. A written report shall be submitted for approval. ALL GROUND RODS INSTALLED UNDER THIS CONTRACT SHALL BE TESTED WITH THE PROJECT ENGINEER IN ATTENDANCE AND A WRITTEN REPORT SHALL BE SUBMITTED FOR APPROVAL. 14. FURNISH AND INSTALL PULL BOX

ITEMS: 618 920 Shall meet the requirements of DDOT Blue Book 618.11. 15. FURNISH AND INSTALL SCHEDULE 40 PVC RIGID CONDUIT

This S.P. Replaces DDOT Blue Book 618.12. GENERAL- The Contractor shall furnish all labor, tools, material and equipment necessary for excavating, shoring, de-watering, steel plating (necessary steel plating of the roadway for moving traffic as directed by the Engineer), installation of conduit(s), concrete encasement P.C.C. Wet Mix 3,500 PSI), back filling, compaction of fill, and temporary patch and maintenance of the cuts until the permanent repairs are made as directed by the Engineer. The Contractor shall excavate the trench as called for on the project plans. The Contractor is put on notice that within the area where trench excavation will take place for the installation of conduit and pull boxes. The trenches shall be braced according to the local and federal regulations. All conduit(s) shall be Schedule 40 PVC and shall be installed to proper line and grade. The trench shall be opened completely between pull boxes or between the end of the existing conduit to be added to the new location or between pull boxes and the proposed light before installing any conduit. Conduit(s) shall be installed with a minimum of 36” of cover below final



grade and shall be installed in dry trenches. The conduit shall be installed in full lengths using manufactures’ supplied bends and couplings. When the Contractor must make field cuts, the conduit’s ends shall be reamed to remove any rough edges before joining them together. The joints shall be cleaned, cemented and the lengths of the conduits coupled together tightly. Where two or more conduits are being installed in the same trench, the Contractor shall use spacers between the conduit runs. All conduit runs shall be complete and points of penetration of the wall of pull boxes shall be sealed before any concrete encasement is installed. At the end of each workday, the Contractor shall seal the ends of the all conduits to prevent the entrance of dirt and water into the conduit system. If the Contractor is to add on to (splice on to) existing conduit, the splice will be done with an approved coupling. The Contractor shall as part of this Pay Item clean, proof, install a Poly String and seal all conduits using approved conduit plugs prior to installing cables. The Contractor shall run a mandrel, not less than ¼” smaller than the diameter of the conduit through each conduit in the presence of the Engineer. All conduits that a mandrel cannot be pulled through shall be cleaned and/or replaced and shall be re-proofed at no additional cost to the District. Included within this pay item is the temporary patching of the trench and maintenance of the patch until final repairs have been made. MEASURE AND PAYMENT – The unit of measure will be per LINEAR FOOT. Payment will include all labor, tools, materials, equipment, excavation, shoring, de-watering, steel plating of roadway, concrete encasement, penetration of pull boxes, back filling, compaction of fill, temporary patching, maintenance of the cut until the permanent repairs are made, and all incidentals necessary to complete the work specified herein.

16. FURNISH AND INSTALL LIGHT CABLES

Work under this Pay Item shall meet the requirements of DDOT Blue Book 618.20. 17. FURNISH AND INSTALL COPPER GROUND WIRE

Work under this pay Item shall meet the requirements of DDOT Blue Book 618.22. 18. FURNISH AND INSTALL 5A POLE

Work under this Pay Item shall meet the requirements of DDOT Blue Book 618.28.



19. FURNISH AND INSTALL LED LUMINAIRE

Work under these Pay Items shall meet the requirement of DDOT Blue Book 618.35. 20. FURNISH AND INSTALL INDUCTIVE LOOP DETECTOR

Work under these Pay Items shall meet the requirement of DDOT Blue Book 617.14. SEE EXHIBIT 1

BD Loops 5362 Bolsa Ave. unit C, Huntington Beach, CA 92649

Phone 714 890-1604 Fax 714 890-1603 Cell 714 334-6978 Email [email protected]

www.BDLoops.com

Direct Burial Preformed Loop To be installed in a concrete pour, gravel road, under asphalt, and pavers

Install the highest quality loop, save time, and reduce

service calls by using a BD Loops preformed loop For installation under concrete, asphalt, gravel, and pavers.

14 AWG loop wire designed for superior performance.

Tested 3 ways at the factory: with a megohmmeter, inductance meter, and a live detector.

Installation kit includes: cable ties, ground stakes, and loop lead-in labels.

Easy to follow installation instructions.

Loop wire meets UL standard 493 for direct burial.

Pre-phased at factory, allowing installers to easily take advantage of loop phasing.

Driveway width Recommended loop size BD Loops part #

Residential Commercial Residential Commercial 40ft lead-in 60ft lead-in 100ft lead-in

9ft - 4x5 or 3x6 - RL18-40 EL18-60 -

10ft - 4x6 or 3x7 - RL20-40 EL20-60 -

12ft 10ft 4x8 6x6 RL24-40 EL24-60 EL24-100

14ft 12ft 4x10 6x8 - EL28-60 EL28-100

16ft 14ft 4x12 6x10 RL32-40 EL32-60 EL32-100

- 16ft - 6x12 RL36-40 EL36-60 EL36-100

- 18ft - 6x14 - EL40-60 EL40-100

- 20ft - 6x16 RL44-40 EL44-60 EL44-100

- 24ft - 6x20 RL52-40 EL52-60 EL52-100 Custom sizes also available - call local distributor for pricing and delivery

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BD Loops 5362 Bolsa Ave. unit C, Huntington Beach, CA 92649

Phone 714 890-1604 Fax 714 890-1603 Cell 714 334-6978 Email [email protected]

www.BDLoops.com

Direct Burial Preformed Loop Advantages

Description: Used for installations under concrete, asphalt, pavers, or gravel roads. The most common installation is the loop tied directly to the rebar before concrete is poured. Wire is UL 493 certified designed for a direct burial application. Unlike loops wrapped through PVC, the BD Loop does not have an air pocket resulting in fewer repeat service calls due to phantom detections caused by ground vibration. Our loops are built with a high quality solid 14AWG wire that out performs other preformed loops with twice as much copper per foot allowing better detections. Solid 14AWG wire also results in the loop being very ridged giving the installer the opportunity to easily set-up and layout the loop and prevents the loop from falling in-between the rebar pattern. Twisted jacketed lead-in prevents “coil back” from normal twisted lead-in, preventing wasted time untangling lead-in wires. The loop wire has arrows indicating the direction of current allowing easy understanding of phasing. Each loop comes with an installation kit including easy to understand instructions, cable ties for installation on top of rebar, ground stakes for under gravel roads, and stickers for easy identification after the loops have been installed.

What makes our loop design superior?

Feature Benefits Thicker 14-gauge loop wire, 4 times more

copper than 20-gauge wire. More copper means increased tensile strength and a

tougher, more durable loop.

UL 493 Direct burial rated loop wire. The right product is being used for the job resulting

in an immense lifespan.

Loops sold as a kit. Supplied instructions, ground stakes, cable ties, and loop

labels for easy installation.

Pre-phased at the factory. Saves time and prevents confusion when installing two

loops in series to one detector.

Soldered connections Solid connections that won’t corrode or break over time.

Flex yoke design pre-fitted with ½ inch PVC coupler.

Saves installation time and material cost.

No air pocket in loop wire design. Will not float to surface during a concrete pour and also

eliminates faults trips due to ground vibrations.

Compact size and reduced weight. Saves on shipping cost and warehouse space.

Custom loop orders received by 3:00 PM EST (12 PM PST) will be shipped the same day.

Contact your distributor for pricing. See more at www.BDLoops.com

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ESPAÑOL Scan this or visit:

www.bdloops.com/bdloops_downloadsB.html

http://files.canon-europe.com/files/soft33618/manual/EOS500D_ES_Flat.pdf

BD Loops | 5362 Bolsa Ave. unit C | Huntington Beach, CA 92649

P: 714 890-1604 | F:714 890-1603 | C: 714 334-6978 | E: [email protected] | www.BDLoops.com

Direct Burial Installation Instructions*

Preformed direct burial installation tips and directions This is not a Saw-Cut Loop for all saw-cut applications use BD Loops preformed 3/16” saw-cut loop.

Installation in Concrete

See Reverse side of this page. (Pictures included)

Installation Under Pavers

If the sub-base is concrete or a slurry do not use this loop. Saw-Cut in a loop instead. Determine loop position and footprint to include lead-in run to gate operator. Be sure to use the correct loop size.* Dig a 2” wide by 3-4” deep trench in the pattern of the loop and lead-in. (See Figure 1)

Fill Trench with one inch of sand. Place loop in trench and run lead-in through ½” schedule 40 or 80 rigid PVC. Glue all PVC

joints with a a proper PVC solvent cement. Cover loop and lead-in PVC run with 2½” of sand.

Installation under Asphalt

Position and shape the loop on sub-base. Be sure to use the correct loop size.* Pull lead-in through ½” schedule 40 or 80 rigid PVC. Glue all PVC

joints with a a proper PVC solvent cement. Dig a 2” wide by 3-4” deep trench in the size and place of the loop footprint and lead-in. Fill the trench with one inch of sand base. Lay the loop and lead-in run in the trench on top of sand base and use supplied ground stakes to secure the loop corners. Cover loop and lead-in PVC run with 2½” of sand.

Installation in Gravel Road

Position and shape the loop on sub-base. Be sure to use the correct loop size.* Pull lead-in through ½” schedule 40 or 80 rigid PVC. Glue all PVC

joints with a a proper PVC solvent cement. Dig a 7” to 10” deep trench in the size and place of the loop footprint and lead-in. Fill the trench with one inch of sand base. Lay the loop and lead-in run in the trench on top of sand base and use supplied ground stakes to secure the loop corners. Cover loop and lead-in PVC run with 2½” of sand. Compact sand around the loop then fill in with road base.

Harness Wire: Solder all connections

Plug/Screw Connectors: Tint all connections

Basic loop layout guidelines to follow Reverse and Exit Loops

4ft from the gate/door.

Swing gates require 3ft from its complete open and closed position.

2ft from each curb.

4ft from every other loop.

Shadow loops

Loop lies under the swing path.

3-4ft from the gates in its complete open and closed position.

0-2ft from the curb. (Single Swing Gate)

Detection height is determined by approximately 2/3 of the short leg of the loop. Residential 4ft short leg (Detection of standard size

vehicles only). Commercial 6ft short leg (Detect higher bed vehicles).

*Check BDLoops.com for the latest installation instructions

Loop should be encased in

sand.

Soil

Loop

Sand

Figure 1

The ground stakes included with the loop are to help hold the loop down while laying out a trench pattern. When the loop is placed in the trench the ground stakes are no longer necessary and should be discarded.

BD Loops cannot come in direct contact with hot asphalt.

Call BD Loops for any questions and to find a solution.

BD Loops | 5362 Bolsa Ave. unit C | Huntington Beach, CA 92649

P: 714 890-1604 | F:714 890-1603 | C: 714 334-6978 | E: [email protected] | www.BDLoops.com

Installing BD Loops in Concrete Over Rebar When installing BD Loops over rebar make sure to follow these simple instructions:

Determine loop position and lay loop on top of rebar (never below).

Offset the loop from the rebar pattern (see picture below) then use supplied cable ties to secure loop in place.

Always run the lead-in underneath the rebar. (see picture below)

Run the lead-in 6-8” under the concrete form.

Run the lead-in in conduit (Schedule 40 or 80 recommended) making sure to glue all PVC joints with a proper PVC solvent cement.

Instrucciones ESPAÑOL Scan this or visit:

www.bdloops.com/bdloops_downloadsB.html

In the picture to the right notice how the “Correct” loop is offset from the rebar pattern. The loop is coming in contact with the rebar as little as possible.

vC4

Visit BDLoops.com to download and print Warning Signs and a Loop Sign Off Form to help protect inductance loops from the damage that a concrete crew can cause during a concrete pour.

http://files.canon-europe.com/files/soft33618/manual/EOS500D_ES_Flat.pdf

Double & Single Gate Opener Installation Layout Diagrams

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21. FURNISH AND INSTALL METAL DOUBLE-SWING GATE Please see DRAWING LT-06 for metal double-swing gate information. The contractor shall use this product or proven equivalent and accepted by the owner. 22. FURNISH AND INSTALL METAL GATE SWING CONTROL SYSTEM

Please see the attached document for metal gate swing control system. The contractor shall use this product or proven equivalent and accepted by the owner. 23. FURNISH AND INSTALL GATE ACCESS CONTROL

Please see the attached document Exhibit 2 for entrance terminal/card reader system. The contractor shall use this product or proven equivalent and accepted by the owner. The enclosure w/ pedestal for the access control components shall be rated for outdoor use with a minimum NEMA 4X rating for enclosures.

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Linear IEI 212SE Heavy Duty Stand-alone Access Control Keypad | Numeric, Braille

Keys

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Durable, very tough, and designed for use in harsh conditions or rough climate, the Linear IEI

212SE sealed environment keypad is a good solution for the intentional restriction of access of a

door, space, gate, service, or barrier. Instead of issuing keys or cards, you can provide staff,

managers, and anyone requiring daily or temporary access a number sequence they can use for

punching in on the keypad. When their code matches a pre-programmed PIN, the keypad will

relay a device with an on/off switch such as an electric strike or maglock to allow access. Your IEI

212SE keypad also includes 4 on -board secondary relays, for user controlled operation of

anything with an on/off switch, or to activate a siren. Throughout the world, Linear IEI electronic

keypads number in the thousands. Companies and facilities rely on the second to none

engineering, and capabilities of these keypads to offer protection of assets, reduce keys, and

increase security, convenience, and efficiency.

Features

Over 250,000 orders shipped since 2003

Money Back Guarantee

1 (877) 439-5377

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Indoor/Outdoor keypad ideal for harsh settings

One-piece housing for surface-mounting to wall, post, or gooseneck. Housing design

also allows mounting to single-gang electrical box

120 Users

Key press feedback via sounder and yellow LED

Built-in assignable sounder

Bi-color Red/Green LED indicates relay status

Non-volatile memory retains codes even if power is lost

1-6 digit codes - digits can be repeated

Door relocks automatically

Two lever User Management

Durable metal Braille alpha-numeric keys

4 on board programmable timed relays (Separate code for example to shunt an alarm,

sound a siren/horn in another part of the building, or activate a handicap ramp for

example)

Tamper loop functionality mode

Master Code must be entered to change user codes

Can program door to remain in unlocked position

Easy to program at the keypad

Functionality: Main relay controls any device requiring on/off switch — such as electric

strike, or maglock. Request to exit input trigger

Accepts 10-30 Volts DC; 12-24 Volts AC - auto adjusting

Well written and easy to understand installation and programming instructions included

Optional printer interface

Specifications

Current draw: 108 mA maximum (add 30 mA for each additional relay)

Operation voltage: 12-24 VAC/VDC - auto adjusting

Dimensions: 3” (W) x 4.50” (H) x 1.55” (D)

Temperature tolerance: -20F to 130F

Warranty

International Electronics, Inc. (IEI) warrants its products for two (2) years after the

shipping date to be free from defects in material and workmanship, when they have

been installed in accordance with the manufacturer’s instructions, and have not been

modified or tampered with

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GoKeyless™ offers a wide selection of innovative keyless door locks that provide convenience and security without the hassle of keys. We offer arange of keyless locks including: keyless deadbolt locks, fingerprint door locks, 100% mechanical pushbutton locks and combination locks, as wellas high-performance electronic keypad door locks and full keyless entry lock systems.


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Overview & Key Features | Specifications

Typical maximum* read range

ProxCard® II Card - up to 3" (7.6 cm)

ISOProx® II card - up to 2.5" (6.35 cm)

DuoProx® II Card - up to 2.5" (6.35 cm)

Smart ISOProx®/DuoProx® II Cards - up to 2.5" (6.35 cm)

Proximity & MIFARE® Card - up to 2.5" (6.35 cm)

ProxCard Plus® Card - up to 1.0" (2.5 cm)

ProxKey® II Keyfob - up to 1.5" (3.8 cm)

MicroProx® Tag - up to 2" (5.1 cm)

*Depending on local installation conditions.

Dimensions

3.135" x 1.720" x 0.660" (7.96 x 4.37 x 1.68 cm)

Power Supply

5-16 VDC

Linear power supplies are recommended.

Maximum Current Requirements

Current (DC)

Average 30 mA, Peak 75 mA

Operating Temperature

-22º to 150º F (-30º to 65º C)

Operating Humidity

0-95% relative humidity noncondensing

Weight

2.7 oz. (75 gm)

Current Requirements

20mA avg / 75mA peak at 12VDC

Cable Distance

Wiegand or Clock-and-Data interface:

500 feet (150 m)

Recommended cable is ALPHA 1295 (22 AWG) 5 conductor stranded with overall shield or equivalent.

Certifications

Canada/UL 294 Listed

FCC Certification, United States

Canada Certification

EU and CB Scheme Electrical Safety (EN60950 and IEC60950 ITE Electrical Safety)

Fifteen EU Countries under the R&TTE Directive (EN 300 330 - SRD, and ETS 300 683 - EMC)

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ProxPoint® Plus 6005 - Proximity Card Reader - HID Global http://www.hidglobal.com/products/readers/hid-proximity/6005

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